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Cambria Steel 

A HANDBOOK OF INFORMATION 
RELATING TO 

Structural Steel 

MANUFACTURED BY THE 

Cambria Steel Co. 

• % 

CONTAINING USEFUL TABLES. RULES. 

DATA. AND FORMULAE FOR 
THE USE OF 

ENGINEERS, ARCHITECTS, 
BUILDERS and MECHANICS 


PREPARED AND COMPILED BY 


GEORGE E. THACKRAY, C.E. 

0 

Special Engineer, Cambria Steel Co 


* o\ 

* 'j 


General Offices: Philadelphia, Pa, 
Works at Johnstown, Pa. 

U. S. A. 


1917 















TAsfS 

,ClT 

hi7 


Copyright, 1917, by Cambria Steel Company 


Price* $1.25 



JUL 31 1917 

© Cl A4 70505 

"Vm? I , 







PREFACE TO ELEVENTH EDITION. 


This, the eleventh edition of Cambria Steel, contains most 
of the matter of the previous edition, which, however, has been 
revised to conform to our present practice, and considerable new 
matter has been added. 

The lists of angles have been rearranged and a few odd thick¬ 
nesses and sections have been omitted and the publication of 
bulb beams is also discontinued. If desired, however, these 
sections may be furnished by special arrangement. 

Various new sections of structural steel are now added and 
include three new sections of 24-inch special I-beams weighing 
105, 110 and 115 pounds per foot; and we are now prepared to 
furnish a new series of bulb angles including 5, 6, 7, 8, 9 and 
10-inch sizes. In addition to our previous list of ship channels, 
other weights of these sections can now be furnished. 

The tables of weights, dimensions, properties, safe loads, etc., 
of our sections have been amplified by the addition of similar 
data relating to the new sections now published herein. 

Additions to the following tables have been made, thereby 
increasing their value; the properties of standard rails now 
include those for various sections of recent standard American 
rails; the tables of dimensions and safe loads for plate girders 
have been amplified and include more than fifty additional 
girders. The table of weights of flat rolled steel bars has now 
been amplified and includes a greater number of sizes than 
before. 

The tables of extracts from Building Laws of various munici¬ 
palities have been much amplified and now contain data from 
thirty-one American cities. 

The previous table referring to dimensions of standard pipe 
has been superseded by new tables giving both the dimensions 
and properties of this material. 

The specifications for structural and boiler steel have been 
revised since the publication of the previous edition. 




IV 


CAMBRIA STEEL. 


CONTENTS. 


PAGE 


General Information.. . VI—X 

Sections of I-Beams. 2-9 

Channels. 10-14 

Angles. 15-17 

Bulb Angles and Top Guard Angle. 18, 19 

Crane Rail and Door Spreader. 20 

Method of Increasing Sectional Areas. 20 

Proportions of Standard Beams and Channels. 21 

Diagram for Minimum Standard Beams and Channels ... 22, 23 

Pressed Steel Car Parts ard Car Forgings. 24, 25 

Sizes of Squares, Rounds and Ingots. 26 

Sizes of Flats and Special Steel Billets. 27 

Sizes of Billets, Blooms and Slabs. 28, 29 

Square Billets and Sheet and Tin Bars. 30 

Sizes of Edged Plates and Thin Sheared Sheets. 31 

Sizes of Sheared Plates. 32, 33 

Weights and Dimensions of I-Beams. 34, 35 

“ “ Channels. 36,37 

“ “ Angles. 38-41 

Bulb Angles and Top Guard 

Angle. 41 

References to Beam Tables, Beams as Girders, Connection 

Angles and Live Loads for Floors. 42 

Standard Construction Details. 43-55 

Materials and Construction for Fireproof Floors. 56-65 

Notes on Lateral Strength of Beams. 66-71 

Approximate Weights of Various Roof Coverings. 72 

Reinforced Concrete Floor Slabs. 73-75 

Limiting Spans and Maximum Loads of Beams and Chan¬ 
nels. 76-79 

Coefficients of Deflection of Beams. 80, 81 

Explanation of Tables of Safe Loads. 82-87 

Tables of Safe Loads for I-Beams. 88-99 

“ “ “ Channels. 100-105 

Spacing of I-Beams. 106-117 

Maximum Bending Moments for I-Beams and 

Channels. 118, 119 

Safe Loads for Angles. 120-141 

General Formulae for Flexure and Bending Moments. 142-147 

Formulae for Moments of Inertia of Standard Sections . . . 148, 149 

Properties of Various Sections. 150-157 

Explanation of Tables of Properties of Rolled Sections.... 158-162 

Compound Sections 163 

Tables of Properties of I-Beams. 164-167 

Channels. 168-171 

Bulb Angles. 172, 173 

Angles. 174-185 

Moments of Inertia of Rectangles. 186, 187 

Properties of Standard T-Rails. 188 















































CAMBRIA STEEL. V 


PAGE 

Radii of Gyration for two Angles placed Back to Back. . . . 189-191 

Strength of Steel Columns or Struts. 192-195 

Example of the Use of Tables on pages 189-191 and 192-195 196 

Explanations of Tables Relating to Steel Columns. 196, 197 

Dimensions of Plate and Angle Columns. 198, 199 

Properties “ “ “ . 200-202 

Spacing of Channels for Equal Moments of Inertia. 203 

Dimensions of Latticed Channel Columns. 204 

Properties “ “ “ 205 

Dimensions of Plate and “ “ 206-209 

Properties “ • “ “ .. 210-216 

Typical Details of Plate Girders, Column Bases, and Steel 

Columns. 217 

Safe Loads for I-Beam Columns. 218-221 

Safe Loads for Plate and Angle Columns. 222-241 

Safe Loads for Latticed Channel Columns. 242-245 

Lattice Bars and Stay Plates for Latticed Channel Columns 244, 245 

Safe Loads for Channel and Plate Columns. 246-273 

Cast Iron Columns. 274-276 

Explanations of Safe Loads for Beam Box Girders and Plate 

Girders. 277 

Safe Loads for Beam Box Girders. 278-288 

Safe Loads for Plate Girders. 289-298 

Grillage Beams... 299 

Allowable Unit Stresses and Loads in Accordance with 

Building Laws of Various Cities. 300-321 

Tables and Information Pertaining to Rivets and Pins.. . . 322-333 

Weights and Dimensions of Bolts and Nuts. 334-343 

Upset Screw Ends, Eye Bars and Turn Buckles. 344-350 

Right and Left Nuts and Clevises. 351, 352 

Dimensions of Rivet Heads after Driving. 352 

Weights, Dimensions and Safe Loads of Chains. 353 

Bridge Pins, Nuts and Pilot Nuts, and Lateral Pins. 354, 355 

Counter and Lateral Rods. 355-357 

Nails and Spikes. 358-361 

Dimensions, Weights and Properties of Standard Pipe. 362-364 

Standard Specifications. 365-374 

Notes and Tables on Wooden Beams and Columns. 375-395 

Specific Gravity and Weight of Various Substances. 396-399 

Standard Gauges. 400, 401 

Weights of Sheets and Plates of Various Metals. 402, 403 

Decimal Parts of Foot and Inch. 404-408 

Weights and Areas of Square and Round Bars. 409-421 

Areas of Flat Rolled Steel Bars. 422-427 

Weights of Flat Rolled Strips and Bars.. . :. 428-440 

Areas and Circumferences of Circles. 441-463 

Logarithms of Numbers. 464, 465 

Trigonometrical Functions, Natural. 466-472 

Squares, Cubes, Reciprocals, Square and Cube Roots. 473-489 

Mensuration. 490, 491 

Weights and Measures. 492-495 

Metric Conversion Tables. 496-501 

{For Complete detail of Contents, see Index.) 
















































VI CAMBKIA STEEL. 


GENERAL INFORMATION. 

Our product is exclusively steel, made by the Bessemer or 
Open Hearth process, as required, and of all qualities from the 
softest rivet stock to high carbon special spring material. 

Our Beams and Channels are made to conform to the American 
Standards, adopted January, 1896, in which the flanges have a 
uniform slope of one to six, and the dimensions, proportions and 
weights are determined by a regular schedule, as shown on the 
diagrams on pages 22 and 23. The standard proportions of 
beams and channels are further shown on page 21. 

The principal structural angles now made, are limited in num¬ 
ber to conform to the American Standards, as revised May 21st, 
1910, and include eight base, or a total of fifty-four sizes for equal 
leg angles, and nine base, or a total of fifty-seven sizes of unequal 
leg angles, all varying in thickness by one-sixteenth inch, as shown 
on pages 15 and 16 and tables herein. It is believed that these 
standard angles include a sufficient range of sizes to meet all usual 
structural requirements, but, at the same time, we will continue 
the manufacture of angles of special sizes and proportions for 
those who require them, as shown on page 17. 

The weights of angles, now given, are those adopted as Ameri¬ 
can Standards in May, 1910. 

The method of increasing the sectional area of shapes from the 
minimum or base sizes to intermediate and maximum sizes, is 
shown approximately on page 20. For beams and channels the 
increase from the minimum adds equally to the web thickness and 
flange width, the weight of the increase being equal to that of a 
plate of the same depth as the section, and of a thickness equal 
to the increase of the dimensions stated. 

The method of increasing the thickness of angles from the mini¬ 
mum has the effect of adding to the length of the legs, as shown 
on page 20, so that for intermediate and maximum sizes, the legs 





CAMBRIA STEEL. VII 

will be somewhat longer than the minimum or nominal dimen¬ 
sions, except in the cases for which we have finishing grooves. 
The plates of drawings of sections, pages 2 to 20 inclusive, show 
the minimum or base sizes of the various shapes. Sections shown 
on the plates or lists for which more than one weight is stated can 
be rolled of different thicknesses to produce the stated weights. 
Others for which only one weight is given cannot be varied. Each 
section shown herein is numbered, both in the plates and tables, 
for convenience in reference and ordering. 

I-Beams and Channels should be ordered of weights shown in 
the tables. Orders and inquiries concerning 12 in. 40 lb., 15 in. 
60 lb., and 15 in. 80 lb. I-Beams should also specify these by 
Section Number. 

Orders for angles and plates should specify either the thickness 
or the weight, but not both. 

Orders for universal or edged plates should specify the width 
and thickness in inches and the length in feet and inches, whereas 
orders for sheared plates should give all the dimensions in inches. 

All weights are stated in pounds per lineal foot of section, except 
in the table of rails on page 188, in which the weights are given in 
pounds per yard, as is customary. Weights of rolled sections are 
calculated on the basis of 489.6 pounds per cubic foot of steel, and 
3.4 times the sectional area in square inches equals the weight in 
pounds per lineal foot. In calculating the weights, areas, and prop¬ 
erties of I-Beams, Channels, and Angles for the lists and tables here¬ 
with, the fillets and smaller rounded corners were not considered. 

The dimensions of all steel material herein are theoretical, as 
they are subject to customary rolling variations. 

Structural Angles, I-Beams and Channels, unless otherwise 
ordered, will be cut to length with variation not to exceed | inch 
more or less than that specified. For cutting to exact lengths, 
or with less variation than § inch, an extra price will be charged. 

All sections shown herein are steel. 





VIII CAMBRIA STEEL. 

OFFICES FOR SALE OF 
CAMBRIA STEEL COMPANY PRODUCTS. 

GENERAL OFFICES: WIDENER BUILDING, 
PHILADELPHIA, PA., U. S. A. 

Atlanta .Candler Building, 129 Peachtree Street. 

Boston .Scollay Building, 40 Court Street. 

Chicago .McCormick Building, Corner of Michigan 

Avenue and Van Buren Street. 

Cincinnati .Union Trust Building, Corner of Fourth and 

Walnut Streets. 

Cleveland .Swetland Building, 1010 and 1012 Euclid 

Avenue. 

Detroit .Penobscot Building, 45 Fort Street, West. 

Johnstown .Cambria Building, Locust Street. 

New York .City Investing Building, 165 Broadway. 

Philadelphia .Widener Building, Chestnut and Juniper 

Streets. 

Pittsburgh .Oliver Building, Smithfield Street. 

St. Louis .Chemical Building, Corner of Eighth and 

Olive Streets. 

Salt Lake City.. . .Newhouse Building, Corner of Main Street 

and Exchange Place. 

San Francisco .Monadnock Building, 681 Market Street. 

Seattle .Colman Building, Corner of First Avenue 

and Marion Street. 

WORKS AT 

JOHNSTOWN, PA. 

U. S. A. 



















CAMBRIA STEEL. IX 


CAMBRIA STEEL COMPANY PRODUCTS. 

STRUCTURAL STEEL WORK. 

Finished Steel Work for Buildings, including Beams, 
Girders, Columns, Roof Trusses, etc., fitted complete and 
ready for erection. 


STEEL CARS. 

Gondola, Hopper-Gondola, Hopper, Flat, Tank, etc., 
Underframes and Trucks. 


STEEL RAILS. 

Steel T-Rails, 12 lbs. to 150 lbs. per yard. 

Angle, Plain, Reinforced Angle and 100% Splice Bars. 
Standard and Special Track Bolts and Nuts. 

For detailed information, see Rail and Splice Catalogue. 


STEEL AXLES. 

Passenger Car, Freight Car, Tender Truck, Engine 
Truck, Driving, Electric Car, Street Car, Mine Car, etc. 


CRANK PINS, PISTON RODS. 

Crank Pins and Piston Rods made to any requirement. 


MACHINE BOLTS, NUTS, RIVETS, AND PIPE OR TANK BANDS 

WITH ROLLED THREADS. 


FORGINGS. 

Axles, Crank Pins, Piston Rods and Forgings will in 
general be furnished of carbon steel and are annealed, or 
. treated by our Coffin toughening process (patented) as 
specified. 

Particular attention is called to our Coffin Process of 
treatment for toughening Axles, Crank Pins, Piston Rods 
and other forgings. 

Crank Pins and Piston Rods are also furnished oil- 
tempered and annealed; other small Forgings will be, 
if desired. 

See special catalogues for description and specifications 
of our various classes of steel forgings, and for small car 
forgings and pressed steel parts see list on pages 24 and 25 
herein. 











X CAMBRIA STEEL. 


MERCHANT BAR STEEL, 

Including Tire, Toe Calk, Machinery, Automobile Spring, 
Carriage Spring, Baby Carriage Spring, Railroad Spring, 
Hoe, Rake, Fork, Forging, Bolt, Rivet, etc. 

Special Sections. 


AGRICULTURAL STEEL AND SHAPES, 

Finger Bars, Knife Backs, Rake Teeth, Bundle Carrier 
Teeth, Tedder Forks and Springs, Spring Harrow Teeth, 
Harrow (Drag) Teeth, Seat Springs, etc. 


PLOW STEEL, 

Bars and Slabs (Pen and Perrot), Flat Plow Shapes, 
Digger Blades, Hammered Lay, Rolled Lay, etc. 


COLD ROLLED AND COLD DRAWN STEEL, 

Rounds, Squares, Hexagons, Flats, Shafting and Special 
Shapes. 


STEEL DISCS WITH ROLLED BEVEL, 

10" to 20" diameter dished for Harrows, Drills, Culti- 
vators etc 

23" to 28j" diameter dished for Plows. 

8" to 24" diameter flat for Rolling Coulters. 


PRESSED STEEL SEATS FOR AGRICULTURAL IMPLEMENTS. 


WIRE RODS, WIRE AND WIRE PRODUCTS. 

Wire Rods. Bolt, Screw and Rivet Wire. 

Bright and Annealed Wire. 

Coppered or Liquored Finish, Market and Stone Wire. 
Galvanized Market and Stone Wire. 

Barbed Wire, Galvanized or Painted. 

Wire Nails, Bright or Galvanized. 

Cement Coated Nails. 

Fence Wire and Wire Fence. Fence Staples. 

Bale Ties—Cross Head or Single Loop. 


FOR PRODUCTS NOT LISTED HEREIN, SEE SPECIAL 

CATALOGUES. 













SECTIONS 

OF 

Structural Steel Shapes 

MANUFACTURED BY 


CAMBRIA STEEL COMPANY 







2 • CAMBRIA STEEL. 


STANDARD BEAMS. 

B. 5 





































CAMBRIA STEEL 


3 


# STANDARD BEAMS. 






































4 CAMBRIA STEEL. 


BEAMS. 


SPECIAL 12"BEAM. 





















CAMBRIA STEEL. 5 


SPECIAL BEAMS. 

























6 


CAMBHIA 

STEEL. 



STANDARD 

BEAMS. 


* 


















CAMBRIA STEEL. 7 


BEAMS 


SPECIAL 20"BEAM 



































CAMBRIA STEEL. 


SPECIAL BEAMS. 















10 


CAMBRIA STEEL 


STANDARD CHANNELS. 

C. 5 

WT. 4, 5 AND 6 LBS. 



U-4"-4 













































































12 CAMBKIA STEEL. 


CHANNELS. 


SPECIAL 18"0HANNEL 


k-3.30-—H 

i i 



STANDARD 15"CHANNEL 


K--3.00---H 

I I 
















CAMBRIA STEEL. 


13 


SHIP CHANNELS. 


I** 34" 


~/T - 

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1 

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cp 


1 


1 


1 


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C. 86 

WT. 15.2 AND 17.6 LBS. 


• 302*1 




.25" 


.35 


.41 


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C. 88 - 30 '^1 

WT, 19 AND 21.6 LBS. 




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H-^.48" 


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C. 89 

WT. 20.9 AND 23.8 LBS. 


30 '0 


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.45" 


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CAMBRIA STEEL. 


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K-4.48' 
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SHIP CHANNELS. 


C. 101 

WT. 21.5 AND 24.8 LBS. 


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C. 103 

WT. 23.8 AND 27.1 LBS. 


.50" 


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C. 90 

WT. 21.7 AND 25.8 LBS. 


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.375 

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M.41" 

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C. 92 

WT. 27.2 AND 31.3 LBS. 


.30 'hi 


^1.40' 

4 


.54 


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*-- 1Q "- 


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CAMBRIA STEEL. 


BULB ANGLES. 


TOP GUARD ANGLE. 






K-l.lCHi 



















































CAMBRIA STEEL. 


DOOR-SPREADER. 


C. 250 

WT. 19.8 LBS. 


CRANE RAIL. 

NQ. 539 

WT. 50 LBS. (PER FOOT) 


.48 


- 1 ! 




«t32 


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.50 


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4 , 


OF INCREASING SECTIONAL AREA. 


METHOD 















































CAMBRIA STEEL. 


21 


STANDARD BEAMS AND CHANNELS. 



The following data are common to all Standard I-Beams and 
Channels, with the exceptions stated: 

c = T 6 ff Minimum Web. 

C = Minimum Web -f- inch. 

s = Minimum Thickness of Web = t Minimum for all Channels 
and Beams, except 20" I and 24" I. 

For 20" Standard I, s = .55", t Minimum = .50". 

For 24" Standard I, s = .60", t Minimum = .50". 

The Slope of Flange of all Standard Beams and Channels is 161% 
= 9° - 27' - 44" = 2" per foot. 















22 


CAMBRIA STEEL. 


STANDARD BEAMS. 



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The following Formulas and Diagram relate to the Properties of Channels: 


CAMBRIA STEEL. 23 


STANDARD CHANNELS 




<;<$< 

ogo 

CQ HI GQ 



DIAGRAM FOR MINIMUM STANDARD CHANNELS. 
































24 CAMBRIA 

STEEL. 

PRESSED STEEL OR FLANGED CAR PARTS. 

Truck Bolsters. 

Drop Doors. 

Side Sills. 

Longitudinal Ridge Stiffeners. 

Center Sills. 

Cross Ridge Supports. 

End Sills. 

Cross Body Ties. 

Draft Sills. 

Diagonal Braces. 

Draft Lugs. 

Door Spreaders. 

Sub-Side Sills. 

Air Reservoir Supports. 

Side Stakes. 

Push Pole Pockets. 

End Stakes. 

Body Corner Caps. 

Corner Stakes. 

Door Hinge Butts. 

Outside Hopper Plates. 

Bolster Diaphragms. 

Inside Hopper Plates. 

Wheel Diaphragms.- 

Side Plates. 

Cross Bearer Diaphragms. 

End Plates. 

Hopper Diaphragms. 

Floor Plates. 

Door Diaphragms. 

Longitudinal Ridge Plates. 

Center Diaphragms. 

Cross-Ridge Plates. 

Center Sill Diaphragms. 

End-Plate Stiffeners. 

Bolster Center Diaphragms. 

Hopper Doors. 


FORGINGS FOR CAR WORK. 

Air Cylinder Push Rod. 

Chain Link. 

Air Reservoir Release Rod. 

Corner Bands. 

Arch Bars. 

Column Bolt Nut Lock. 

Bottom Follower Guide. 

Coupler Yokes. 

Bottom Side Bearing. 

Coupling Links. 

Bracket for Brake Shaft. 

Coupling Pins. 

Brake Beam Hanger. 

Cylinder Levers Connecting 

Brake Beam Hanger Carrier. 

Rod. 

Brake Connection Rod Carrier. 

Cylinder Lever Fulcrum. 

Brake Levers. 

Door Chain U-Bolt. 

Brake Mast. 

Door Hinge. 

Brake Mast Yoke. 

Door Hinge Pins. 

Brake Pins. 

Door Operating Lever. 

Brake Rods with Clevises. 

Door Safety Chain Eye-Bolt. 

Brake Step Bracket. 

Door, Safety Chain, Hook and 

Chain Hook. 

Links. 





CAMBRIA STEEL. 25 


FORGINGS FOR CAR WORK (Continued). 


Door Safety Chain Support. 
Door Shaft Pawl. 

Door Tumbling Link. 

Draft Cylinder Support. 

Draw Bar Carrier. 

Draw Bar Liner. 

Draw Bar Yoke. 

Door Clevises. 

Door Tumbling Lever. 

End Sill Pipe Clamp. 
Eye-Bolts. 

Floating Lever. 

Floating Lever Carrier. 
Floating Lever Connecting 
Rod. 

Floating Lever Fulcrum. 

Grab Irons. 

Hand Brake Lever Carrier. 
Hand Brake Lever Fulcrum. 
Hand Brake Lever Guide. 
Hand Brake Rod. 

Hand Brake Rod Guide. 

Hand Brake Rod Stop. 

Hand Brake Rod withThreaded 
Connection for Malleable 
Stop. 

Hook Bolts. 

Inside Body Step. 

King Bolt. 

King Pin Support. 


Lever Guides. 

Live Truck Lever Guide. 

Main Follower Sprocket Wheel 
Shaft. 

Operating Shaft. 

Operating Shaft Cam. 
Operating Shaft Cam Stops. 
Operating Ratchet Pawl. 
Operating Ratchet Pawl Guard. 
Pipe Clamp. 

Pipe Clamp and Support. 
Pushrod Carrier. 

Ratchet Wrench Dog. 

Roping Staple. 

Sheave and Link Pin. 

Side Stake Pockets. 

Sill Step Suspension Spring. 
Suspension Spring. 

Suspension Spring Hanger. 

Tie Bars with Upset Ends or 
Plain.- 

Top Body Tie Angle. 

Top Side Bearing. 

Truck Bolster Tie Bar. 

Truck Door Stop, Chain 
Clamp Hooks. 

Truck Levers. 

Truck Side Bearing. 

U-Bolt Clamp for Angle Valve. 
Uncoupling Lever. 


A large variety of small forgings not listed above can be furnished to order. 







26 CAMBKIA STEEL. 


TABLES OF SQUARES AND ROUNDS. 

STEEL SQUARES. 

All sizes from to 3f" increasing by 
All sizes from 3*" to 5*" increasing by *" 

STEEL HAND ROUNDS. 

All sizes from f" to 3j^" increasing by ye" 
All sizes from 3*" to 7\" increasing by *" 

All sizes from 7\" to 8" increasing by 

STEEL GUIDE ROUNDS. 

All sizes from ye" to 1" increasing by -£x" 

All sizes from 1" to 1*" increasing by ^ 2 " 

All sizes from 1*" to If" increasing by ye" 

All sizes from If" to 2f" increasing by 


STEEL INGOTS. 


DIMENSIONS OF MOLD. 

Ingot 

Weight. 

GRADE. 

Top. 

Butt. 

Height. 

Inches. 

Inches. 

Inches. 

Pounds. 

20| x16* 

23* x 20 

74 

7100 

Open H. or B. 

24f x19* 

28fx 22f 

74 

9950 

« a u 

29 x 22* 

30 x 25* 

74 

11100 

Open Hearth 

34* x 22* 

36 x 25* 

74 

14100 

« u 

38* x 22f 

40 x 25f 

74 

15200 

a u 

51* x 23 

53 x 26 

74 

20350 

u a 

54* x 23 

56 x 26 

74 

24300 

a u 

28 x 28 

30 x 30 

74 

15100 

« a 

28fx 28f 

30* x 30* 

96 

19500 

« « 

34 x 28 

38 x 32 

96 

23700 

u a 

46 x 28 

50 x 32 

96 

30000 

u a 


Sizes of hot or cold ingots will vary slightly from the above 
dimensions. 























CAMBBIA STEEL. 27 


REGULAR FLATS. 


WIDTH. 

THICKNESS. 

WIDTH. 

THICKNESS. 

Inches. 

Inches. 

Inches. 

-Inches. 

l 

4 

_3 1 

16 tO 4 


Tt to 2j 

3 

S 

1 U 3 

8 8 

2 f 

JL « 93 

16 “A 

1 u 93 

16 *4 

1 

2 

1 « 1 

16 2 

3 

5 

8 

l a 5 

1 6 8 


1 a 93 

16 “X 

3 

4 

7 

8 

1 « 3 

16 4 

1 « 7 

16 8 

3^ 

3! 

1 « 93 

16 ^4 

1 « 93 

16 ^4 

1 

1 « 1 

16 1 

4 

1 « 93 

16 ^4 

1 - 
A 8 

1 « 1 1 

16 1 8 

41 

1 a 93 

16 *4 

I 1 

1 « I 1 

16 1 4 

4* 

1 « 93 

16 *4 

IS 

■*•8 

1 « i 3' 

16 *8 

5 

1 « 93 

16 *4 

I 1 

*2 

1 u n 

16 i 2 

5! 

1 « 93 

16 c 4 

A 8 

1 U A 5 

16 a 8 

6 

1 a 93 

16 ^4 

I- 3 - 

*4 

1 « 1 3 

16 l 4 

64 

1 u 93 

16 £4 

1 8 

1 « 1 7 

16 1 8 


1 « 93 

16 64 

2 

1 « O 

16 * 

1 « 91 

16 

7 

P 

1 «93 

16 C 4 

1 a 91 

16 ~ 8 

1 (( 3 

4 4 


Variation for intermediate widths less than 1" = - s \". 
Variation for intermediate widths over 1" = yg", or less by 
special arrangement. 


THIN FLATS OR 

LIGHT BANDS. 

WIDTH. 

THICKNESS. 

to 6" increasing by yg" 

.065" to .135" 


STEEL BILLETS. 


Minimum. 


1" v 3// 
4 A 4 


Maximum. 


6" x 6" 


Increasing by 


1" and ¥ 


Round Corner Billets... 

































28 CAMBRIA STEEL. 


MAXIMUM LENGTHS OF 









WIDTH 

IN INCHES. 







Thickness 
in Inches. 

4* 

5 

5| 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 








LENGTH 

IN 

FEET. 








2 




10 

10 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 





10 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

3 



30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

3! 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

4 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

41 

■*2 


30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

5 



30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

51 



30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

6 




30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

7 





30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

28 

8 






30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

28 

27 

26 

25 

9 







30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

25 

24 

23 

22 

10 








30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

23 

21 

20 

20 

11 









30 

30 

30 

30 

30 

30 

30 

29 

28 

20 

19 

19 

18 

12 










30 

30 

30 

30 

30 

28 

27 

25 

19 

18 

17 

16 

13 











30 

30 

30 

28 

26 

25 

23 

17 

16 

16 

15 

14 












30 

28 

26 

24 

23 

22 

16 

15 

14 

14 

15 













26 

24 

23 

21 

20 

15 

14 

13 

13 

16 














22 

21 

20 

19 

14 

13 

13 

12 

17 















20 

19 

18 

15 

13 

12 

12 

18 
















18 

17 

12 

12 

11 

11 

19 

















16 

12 

12 

11 

11 

20 


















11 

10 

10 

10 


Minimum Length for sizes included by heavy lines = l|feet. 
Minimum Length other sizes = 3 feet. 


Under certain conditions other sizes than those listed 






















































































CAMBRIA STEEL. 







29 

BILLETS, 

BLOOMS AND 

SLABS. 
















WIDTH 

IN INCHES. 









24 

25 

26 

27 



















1 3 

28 

29 

30 

31 

32 

33 

34 

35 

36 

37 

45 

46 

47 

48 

49 

50 

51 

52 

• S3 

£.s 








LENGTH 

IN 

FEET. 









30 

30 

30 

30 

30 


















2 

30 

30 

30 

30 

30 



















30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

3 

30 

30 

30 

30 

30 

30 

30 

30 

29 

29 

30 

29 

28 

27 

30 

30 

29 

28 

27 

27 

30 

30 


30 

30 

30 

30 

30 

28 

27 

27 

26 

25 

30 

25 

24 

24 

30 

30 

25 

25 

24 

24 

28 

27 

4 

30 

30 

30 

30 

30 

25 

24 

24 

23 

22 

30 

22 

22 

21 

30 

30 

22 

22 

21 

21 

25 

24 

4§ 

30 

30 

30 

30 

30 

23 

22 

21 

20 

20 

30 

20 

19 

19 

30 

30 

20 

19 

19 

19 

22 

22 

5 

30 

30 

30 

30 

29 

21 

20 

19 

19 

18 

30 

18 

18 

17 

28 

28 

18 

18 

17 

17 

20 

20 

5! 

30 

30 

29 

28 

27 

19 

18 

18 

17 

16 

27 

17 

16 

16 

26 

25 

16 

16 

16 

16 

18 

18 

6 

27 

26 

25 

24 

23 

16 

15 

15 

14 

14 

23 

14 

14 

13 

22 

21 

14 

14 

13 

13 

16 

15 

7 

24 

23 

22 

21 

20 

14 

13 

13 

13 

12 

20 

12 

12 

12 

19 

19 

12 

12 

12 

12 

14 

13 

8 

21 

20 

19 

19 

18 

12 

12 

11 

11 

11 

18 

11 

11 

18 

17 

17 

11 

11 

10 

10 

12 

12 

9 

19 

18 

17 

17 

16 

11 

11 

10 

10 

10 

16 

10 

9 

9 

15 

15 

10 

10 

9 

9 

11 

11 

10 

17 

16 

16 

15 

15 

10 

10 

9 

9 

9 

14 

9 

9 

8 

14 

14 

9 

9 

8 

8 

10 

10 

11 

15 

15 

14 

14 

13 

9 

9 

9 

8 

8 

13 

8 

8 

8 

13 

12 

8 

8 

8 

8 

9 

9 

12 

14 

13 

13 

13 

12 

8 

8 

8 

8 

7 

12 

7 

7 

7 

12 

11 

7 

7 

7 

7 

8 

8 

13 

13 

13 

12 

12 

11 

8 

8 

7 

7 

7 

11 

7 

7 

6 

11 

11 

7 

7 

6 

6 

8 

7 

14 

12 

12 

11 

11 

11 

7 

7 

7 

7 

6 

11 

6 

6 

6 

10 

10 

6 

6 

6 

6 

7 

7 

15 

12 

11 

11 

10 

10 










- 








16 

11 

11 

10 

9 

9 


















17 

10 

10 

9 

9 

9 


















18 

10 

10 

9 

8 

8 


















19 

9 

9 

8 

8 

8 




• 














20 


Minimum Length = 3 feet. 


herein might be furnished by special arrangement. 
































































30 CAMBRIA STEEL. 


SQUARE BILLETS. 

WITH ROUND CORNERS. 


Size. 

Maximum Length. 

Minimum Length. 

Inches. 

Feet. 

Feet 

If xlf 

30 

24 

2 x 2 

30 

24 

2fx2f 

30 

24 

2^x2* 

30 

24 

3 x 3 

30 

li 

3|x3§ 

16 

H 

4 x 4 

16 

H 

4*x4* 

16 

1* 

5 x 5 

16 

li 

5* x 5| 

16 

H 

6x6 

16 

H 


SHEET AND TIN BARS. 


Width. 

Weight per 

Foot Length. 

Maximum 

Length. 

Minimum 

Length. 

Inches. 

Pounds. 

Feet. 

Feet. 

8 

71 
• 2 

30 

25 

8 

8 

30 

25 

8 

9 

30 

25 

8 

10 

30 

25 

8 

11 

30 

20-| 

8 

12 

30 

20^ 

8 

13 

30 

20^ 

8 

14 

30 

16| 

8 

15 

30 

16§ 

8 

16 

30 

16| 

8 

17 

30 

16* 

8 

18 

30 

13 

8 

19 

30 

13 

8 

20 

30 

13 

8 

21 

30 

13 

8 

22 

30 

13 

8 

23 

30 

13 

8 

24 

30 

9* 

8 

25 

30 

9* 



























CAMBRIA STEEL. 81 


EDGED PLATES. 


Width 

THICKNESS IN INCHES. 

in 


* 

5 

16 

t 

16 

i 

~T 

JL 

16 

f 

t 

* 

1 

H 

H 

If 

2 

Inches. 






















LENGTH IN FEET. 






8-27 

75 

85 

85 

85 

85 

85 

85 

85 

85 

85 

85 

68 

56 

48 

42 

28 


85 

85 

85 

85 

85 

85 

85 

85 

85 

84 

67 

56 

48 

42 

29 


85 

85 

85 

85 

85 

85 

85 

85 

85 

81 

64 

54 

46 

40 

30 


85 

85 

85 

85 

85 

85 

85 

85 

85 

78 

62 

52 

44 

39 

31 


85 

85 

85 

85 

85 

85 

85 

85 

85 

75 

60 

50 

43 

37 

32 


85 

85 

85 

85 

85 

85 

85 

85 

84 

73 

58 

49 

42 

36 

33 


85 

85 

85 

85 

85 

85 

85 

85 

81 

71 

57 

47 

40 

35 

34 


85 

85 

85 

85 

85 

85 

85 

85 

79 

69 

55 

46 

39 

34 

35 


85 

85 

85 

85 

85 

85 

85 

85 

76 

67 

53 

44 

38 

33 

36 


85 

85 

85 

85 

85 

85 

85 

85 

74 

65 

52 

43 

37 

32 


THIN SHEARED SHEETS. 


Width 

in 

Inches. 





THICKNESS IN INCHES. 

- 




.065 

.070 

.075 

.080 

.085 

.090 

.095 

.100 

.110 

.125 

.135 

.150 

.165 

LENGTH IN FEET. 

8-13 

20 

20 

20 

24 

24 

26 

26 

26 

26 

26 

26 

26 

26 

14-16 

20 

20 

20 

20 

20 

24 

26 

26 

26 

26 

26 

26 

26 

17-19 

18 

18 

18 

20 

20 

24 

26 

26 

26 

26 

26 

26 

26 

20-23 

16 

16 

16 

18 

18 

22 

24 

24 

26 

26 

26 

26 

26 

24-26 

14 

14 

14 

16 

16 

20 

22 

22 

24 

24 

26 

26 

26 

27-28 

14 

14 

14 

16 

16 

18 

20 

20 

24 

24 

24 

26 

26 

29-30 

12 

12 

12 

14 

16 

18 

18 

18 

20 

20 

24 

26 

26 

31-34 

10 

10 

10 

14 

16 

18 

18 

18 

20 

20 

22 

24 

24 







































































32 CAMBRIA STEEL. 


SHEARED PLATES. 


THICKNESS IN INCHES. 


Width 










in 


JL 

4 

TS 

t 

7 

16 

h 


f 

tt 

Inches. 










• 

MAXIMUM LENGTH IN INCHES. 

24- 29 

400 

525 

575 

600 

600 

600 

600 

600 

575 

30- 35 

375 

525 

550 

600 

600 

625 

625 

600 

575 

36- 41 

375 

475 

525 

550 

550 

575 

575 

575 

575 

42- 47 

400 

525 

550 

575 

600 

600 

600 

575 

575 

48- 53 

400 

525 

575 

600 

600 

600 

600 

600 

575 

54- 59 

400 

525 

550 

600 

600 

625 

625 

600 

575 

60- 65 

375 

525 

550 

600 

600 

625 

625 

600 

575 

66- 71 

350 

475 

500 

575 

575 

600 

600 

600 

575 

72- 77 

325 

425 

450 

525 

550 

575 

575 

575 

575 

78- 83 


400 

425 

475 

500 

525 

525 

525 

525 

84- 89 


375 

400 

425 

450 

475 

475 

475 

475 

90- 95 


325 

350 

375 

400 

425 

425 

425 

425 

96-101 


300 

325 

350 

375 

400 

400 

400 

400 

102-107 


275 

300 

325 

350 

375 

375 

375 

375 

108-113 


250 

275 

300 

325 

350 

350 

350 

350 

114-119 


175 

200 

225 

250 

275 

275 

275 

275 

120-125 



175 

200 

225 

250 

250 

250 

250 

126 








175 

175 

' Maximum 
Diam. of 
v Heads. 

72 

115 

117 

124 

124 

127 

127 

127 

127 


Minimum Diameter of Heads (Circular Plates) = 30 inches. 














































CAMBRIA STEEL. 



33 




SHEARED 

PLATES 




THICKNESS IN INCHES. 












Width 

t 

it 

t 

15 

16 

1 

a 8 

u 

n 

If 

2 

in 











Inches. 

MAXIMUM LENGTH IN INCHES. 


575 

550 

550 

525 

525 

500 

450 

425 

375 

350 

24- 29 

575 

550 

500 

475 

475 

450 

450 

400 

375 

350 

30- 35 

550 

525 

500 

475 

475 

450 

425 

400 

375 

350 

36- 41 

575 

525 

500 

500 

500 

475 

425 

400 

375 

350 

42- 47 

575 

550 

550 

525 

525 

500 

450 

400 

375 

350 

48- 53 

575 

550 

550 

525 

525 

500 

450 

400 

375 

350 

54- 59 

575 

550 

550 

525 

525 

475 

425 

400 

350 

325 

60- 65 

575 

550 

550 

525 

525 

475 

425 

375 

350 

325 

66- 71 

575 

550 

525 

500 

500 

475 

425 

375 

350 

300 

72- 77 

525 

500 

475 

450 

450 

425 

375 

325 

300 

275 

78- 83 

475 

450 

450 

425 

425 

375 

350 

300 

275 

250 

84- 89 

425 

400 

400 

375 

375 

350 

325 

280 

260 

250 

90- 95 

400 

375 

375 

350 

325 

300 

275 

260 

250 

225 

96-101 

375 

350 

350 

325 

300 

275 

250 

240 

220 

220 

102-107 

350 

325 

325 

300 

275 

250 

250 

225 

200 

175 

108-113 

300 

275 

275 

250 

250 

225 

200 

175 

160 

150 

114-119 

275 

250 

250 

225 

225 

200 

200 

175 

160 

150 

120-125 

200 

200 

200 

175 

175 

160 

160 

150 

144 

144 

126 

127 

127 

127 

127 

127 

127 

127 

127 

127 

127 

Maximum 

Diam. of 

Heads. 

Minimum Diameter of Heads (Circular Plates) = 30 inches. 











































34 CAMBRIA STEEL. 


WEIGHTS AND DIMENSIONS OF 
STANDARD I-BEAMS. 


Section 

Number. 

Depth of 
Beam. 

Weight per 
Foot. 

Area of 
Section. 

Thickness of 
Web. 

Width of 
Flange. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

! Sq. In. 

Inch. 

Inches. 

B 5 

3 

5.5 

1.63 

.17 

2.33 

2 

CC 

cc 

6.5 

1.91 

.26 

2.42 

CC 

a 

cc 

7.5 

2.21 

.36 

2.52 

CC 

B 9 

4 

7.5 

2.21 

.19 

2.66 

2 

« 

cc 

8.5 

2.50 

.26 

2.73 

CC 

CC 

cc 

9.5 

2.79 

.34 

2.81 

CC 

CC 

cc 

10.5 

3.09 

.41 

2.88 

CC 

B 13 

5 

9.75 

2.87 

.21 

3.00 

2 

CC 

CC 

12.25 

3.60 

.36 

3.15 

CC 

u 

cc 

14.75 

4.34 

.50 

3.29 

u 

B 17 

6 

12.25 

3.61 

.23 

3.33 

2 

u 

CC 

14.75 

4.34 

.35 

3.45 

CC 

CC 

CC 

17.25 

5.07 

.47 

3.57 

CC 

B 21 

7 

15.0 

4.42 

.25 

3.66 

2 

u 

CC 

17.5 

5.15 

.35 

3.76 

CC 

u 

CC 

20.0 

5.88 

.46 

3.87 

CC 

B 25 

8 

18.0 

5.33 

.27 

4.00 

3 

« 

CC 

20.25 

5.96 

.35 

4.08 

u 

cc 

CC 

22.75 

6.69 

.44 

4.17 

CC 

cc 

CC 

25.25 

7.43 

.53 

4.26 

CC 

B 29 

9 

21.0 

6.31 

.29 

4.33 

3 

il 

CC 

25.0 

7.35 

.41 

4.45 

CC 

CC 

CC 

30.0 

8.82 

.57 

4.61 

CC 

u 

CC 

35.0 

10.29 

.73 

4.77 

CC 

B 33 

10 

25.0 

7.37 

.31 

4.66 

3 

CC 

CC 

30.0 

8.82 

.45 

4.80 

CC 

CC 

CC 

35.0 

10.29 

.60 

4.95 

CC 

cc 

CC 

40.0 

11.76 

.75 

5.10 

CC 

B 41 

12 

31.5 

9.26 

.35 

5.00 

3 

CC 

CC 

35.0 

10.29 

.44 

5.09 

CC 

CC 

CC 

40.0 

11.76 

.56 

5.21 

CC 

B 53 

15 

42.0 

12.48 

.41 

5.50 

4 

CC 

CC 

45.0 

13.24 

.46 

5.55 

CC 

a 

CC 

50.0 

14.71 

.56 

5.65 

CC 

cc 

CC 

55.0 

16.18 

.66 

5.75 

CC 

cc 

CC 

60.0 

17.65 

.75 

5.84 

CC 


Orders and inquiries concerning 12 in. 40 lb., 15 in. 60 lb., and 15 in. SO lb. 
I-Beams should also specify by Section Number. 









































CAMBRIA STEEL. 


35 


WEIGHTS AND DIMENSIONS OF 
STANDARD I-BEAMS. 


Section 

Knmber. 

Depth of 

Weight per 

Area of 

Thickness of. 

Width of 

Page 

Beam. 

Foot. 

Section. 

Web. 

Flange. 

Number of 

Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

Section. 

B 65 

18 

55.0 

15.93 

.46 

6.00 

6 

« 

CC 

60.0 

17.65 

.56 

6.10 

U 

a 

cc 

65.0 

19.12 

.64 

6.18 

U 

« 

cc 

70.0 

20.59 

.72 

6.26 

u 

B 73 

20 

65.0 

19.08 

.50 

6.25 

7 

« 

CC 

70.0 

20.59 

.58 

6.33 

a 

u 

cc 

75.0 

22.06 

.65 

6.40 

u 

B 89 

24 

80.0 

23.32 

.50 

7.00 

8 

u 

CC 

85.0 

25.00 

.57 

7.07 

a 

CC 

CC 

90.0 

26.47 

.63 

7.13 

u 

CC 

cc 

95.0 

27.94 

.69 

7.19 

u 

cc 

cc 

100.0 

29.41 

.75 

7.25 

u 

WEIGHTS AND 

DIMENSIONS OF SPECIAL I- 

BEAMS. 

Section 

Number. 

Depth of 

Weight per 

Area of 

Thickness of 

Width of 

Page 

Beam. 

Foot. 

Section. 

Web. 

Flange. 

Number of 

Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

Section. 

B 105 

12 

40.0 

11.84 

.46 

5.25 

4 

u 

CC 

45.0 

13.24 

.58 

5.37 

U 

u 

u 

50.0 

14.71 

.70 

5.49 

<; 

a 

CC 

55.0 

16.18 

.82 

5.61 

u 

B 109 

15 

60.0 

17.67 

.59 

6.00 

5 

CC 

cc 

65.0 

19.12 

.69 

6.10 

a 

a 

cc 

70.0 

20.59 

.78 

6.19 

cc 

cc 

a 

75.0 

22.06 

.88 

6.29 

u 

cc 

u 

80.0 

23.53 

.98 

6.39 

cc 

B 113 

15 

80.0 

23.57 

.80 

6.40 

5 

u 

U 

85.0 

25.00 

.90 

6.50 

CC 

cc 

a 

90.0 

26.47 

.99 

6.59 

CC 

cc 

u 

95.0 

27.94 

1.09 

6.69 

CC 

cc 

a 

100.0 

29.41 

1.19 

6.79 

cc 

B 121 

20 

80.0 

23.73 

.60 

7.00 

7 

CC 

a 

85.0 

25.00 

.66 

7.06 

CC 

CC 

« 

90.0 

26.47 

.74 

7.14 

cc 

cc 

u 

95.0 

27.94 

.81 

7.21 

cc 

cc 

u 

100.0 

29.41 

.88 

7.28 

cc 

B 127 

24 

105.0 

30.98 

.63 

7.88 

9 

cc 

(C 

110.0 

32.48 

.69 

7.94 

CC 

a 

a 

115.0 

33.98 

.75 

8.00 

u 

Orders and inquiries concerning 12 in. 40 lb., 15 in. 60 lb., and 15 in. 80 lb. 
I-Beams should also specify by Section Number. 
















































36 CAMBRIA STEEL. 


WEIGHTS AND DIMENSIONS OF 
STANDARD CHANNELS. 


Section 

Number. 

• 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

C 5 

3 

4.0 

1.19 

.17 

1.41 

10 

U 

« 

5.0 

1.47 

.26 

1.50 

(i 

u 

u 

6.0 

1.76 

.36 

1.60 

a 

C 9 

4 

5.25 

1.55 

.18 

1.58 

10 

U 

U 

6.25 

1.84 

.25 

1.65 

(t 

u 

a 

7.25 

2.13 

.33 

1.73 

u 

C 13 

5 

6.50 

1.95 

.19 

1.75 

10 

U 

« 

9.00 

2.65 

.33 

1.89 

l( 

a 

u 

11.50 

3.38 

.48 

2.04 

(4 

C 17 

6 

8.00 

2.38 

.20 

1.92 

10 

U 

U 

10.50 

3.09 

.32 

2.04 

44 

u 

u 

13.00 

3.82 

.44 

2.16 

44 

u 

a 

15.50 

4.56 

.56 

2.28 

44 

C 21 

7 

9.75 

2.85 

.21 

2.09 

10 

U 

U 

12.25 

3.60 

.32 

2.20 

44 

u 

u 

14.75 

4.34 

.42 

2.30 

44 

u 

u 

17.25 

5.07 

.53 

2.41 

44 

u 

a 

19.75 

5.81 

.63 

2.51 

44 

C 25 

8 

11.25 

3.35 

.22 

2.26 

10 


« 

13.75 

4.04 

.31 

2.35 

44 

u 

U 

16.25 

4.78 

.40 

2.44 

44 

(C 

u 

18.75 

5.51 

.49 

2.53 

44 

u 

u 

21.25 

6.25 

.58 

2.62 

44 

C 29 

9 

13.25 

3.89 

.23 

2.43 

11 

U 

u 

15.00 

4.41 

.29 

2.49 

44 

u 

u 

20.00 

5.88 

.45 

2.65 

44 

u 

u 

25.00 

7.35 

.61 

2.81 

44 

C 33 

10 

15.0 

4.46 

.24 

2.60 

11 

U 

a 

20.0 

5.88 

.38 

2.74 

44 

(C 

a 

25.0 

7.35 

.53 

2.89 

44 

u 

u 

30.0 

8.82 

.68 

3.04 

44 

u 

u 

35.0 

10.29 

.82 

3.18 

44 

C 41 

12 

20.5 

6.03 

.28 

2.94 

11 

a 

a 

25.0 

7.35 

.39 

3.05 

44 

a 

u 

30.0 

8.82 

.51 

3.17 

44 

u 

a 

35.0 

10.29 

.64 

3.30 

44 

u 

u 

40.0 

11.76 

.76 

3.42 

44 



























CAMBRIA STEEL. 37 


WEIGHTS AND DIMENSIONS OF 
STANDARD CHANNELS. 


Section 

Number. 

Depth of 
Channel. 

Weight per 
Foot. 

Area of 
Section. 

Thickness of 
Web. 

Width of 
Flange. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

C 53 

15 

33 

9.90 

.40 

3.40 

12 

U 

U 

35 

10.29 

.43 

3.43 

« 

u 

U 

40 

11.76 

.52 

3.52 

a 

a 

u 

45 

13.24 

.62 

3.62 

a 

a 

u 

50 

14.71 

.72 

3.72 

u 

a 

« 

55 

16.18 

.82 

3.82 

u 


WEIGHTS AND DIMENSIONS OF 
SHIP AND SPECIAL CHANNELS. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Increase in Web 
and Flange 
for each Pound 
increase of 
Weight. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inch. 

C 86 

6 

15.2 

4.46 

.35 

3.50 

.049 

13 

U 

a 

17.6 

5.18 

.47 

3.62 

U 

a 

C88 

6 

19.0 

5.58 

.41 

3.56 

.049 

13 

a 

« 

21.6 

6.36 

.54 

3.69 


a 

C 89 

7 

20.9 

6.15 

.45 

3.45 

.042 

13 

a 

U 

23.8 

6.99 

.57 

3.57 

U 

U 

C 101 

8 

21.5 

6.30 

.40 

3.50 

.037 

13 

u 

a 

24.8 

7.26 

.52 

3.62 

U 

a 

C 103 

8 

23.8 

7.00 

.50 

3.50 

.037 

13 

a 

U 

27.1 

7.96 

.62 

3.62 

a 

U 

C 90 

10 

21.7 

6.38 

.38 

3.38 

.029 

14 

u 

a 

25.8 

7.63 

.50 

3.50 

a 

a 

C 92 

10 

27.2 

7.99 

.54 

3.50 

.029 

14 

U 

u 

31.3 

9.19 

.66 

3.62 

U 

U 

C 95 

13 

32 

9.30 

.38 

4.00 

.023 

11 

U 

U 

35 

10.29 

.45 

4.08 

U 

a 

« 

U 

37 

10.88 

.50 

4.12 

(C 

u 

a 

u 

40 

11.76 

.56 

4.19 

U 

u 

a 

a 

45 

13.24 

.68 

4.30 

U 

a 

a 

u 

50 

14.71 

.79 

4.42 

U 

u 

u 

u 

55 

16.18 

.90 

4.53 

u 

a 

C 65 

18 

45 

13.25 

.47 

3.77 

.016 

12 

U 

u 

50 

14.71 

.55 

3.85 

a 

a 

a 

a 

55 

16.18 

.63 

3.93 

u 

a 

u 

a 

60 

17.65 

.72 

4.02 

u 

u 































































































CAMBRIA STEEL. 39 


WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. 

UNEQUAL LEGS. 

Sizes not specially marked were adopted as standard, May 21, 1910, by the 
Association of American Steel Manufacturers, for bridge, car, ship and general 
building construction. Sizes marked * are of special thickness and are not 
A. A. S. M. standard. 


Section 

Num- 

Dimensions. 

Thick¬ 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

ber. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A 91 

2^x2 

3 

16 

2.75 

.81 

« 

2| x 2 

1 

4 

3.62 

1.06 

U 

2| x 2 

5 

16 

4.5 

1.31 

a 

2|x2 

3 

8 

5.3 

1.55 

* a 

2| x 2 

7 

16 

6.1 

1.78 

* « 

2| x 2 

1 

2 

6.8 

2.00 

A 93 

3 x2h 

1 

4 

4.5 

1.31 

U 

3 x2| 

5 

16 

5.6 

1.62 

ft 

3 x2| 

3 

8 

6.6 

1.92 

a 

3 x2i 

7 

16 

7.6 

2.22 

* a 

3 x2| 

1 

2 

8.5 

2.50 

He U 

3 x2\ 

9 

16 

9.5 

2.78 

A 95 

3*x2* 

1 

4 

4.9 

1.44 

u 

3^x2^ 

5 

16 

6.1 

1.78 

U 

3^x2! 

3 

8 

7.2 

2.11 

« 


7 

16 

8.3 

2.43 

a 

3| x 2^ 

1 

2 

9.4 

2.75 

* « -j- 

3|x2^ 

9 

16 

10.4 

3.06 

* « | 

3£ x 2| 

5 

8 

11.5 

3.36 

He U 

Hx2h 

11 

16 

12.5 

3.65 

* ft 

3^ x 2\ 

3 

4 

13.4 

3.94 

A 97 

3| x 3 

5 

16 

6.6 

1.93 

U 

3^x3 

3 

8 

7.9 

2.30 

a 

3| x 3 

7 

16 

9.1 

2.65 

a 

3^x3 

1 

2 

10.2 

3.00 

cc 

3| x 3 

9 

16 

11.4 

3.34 

He « 

3| x 3 

5 

8 

12.5 

3.67 

He « 

3| x 3 

11 

16 

13.6 

4.00 

He U 

3|x3 

3 

4 

14.7 

4.31 

He U 

3| x 3 

13 

16 

15.8 

4.62 

He U 

3| x 3 

7 

8 

16.8 

4.92 


Section 



Thick- 

Weight 

Area 

Dimensions. 

ness. 

per 

of 

Num- 



Foot. 

Section. 

ber. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A 99 

4 

x 3 

5 

16 

7.2 

2.09 


4 

x 3 

3 

8 

8.5 

2.48 

« 

4 

x 3 

7 

16 

9.8 

2.87 

U 

4 

x 3 

1 

2 

11.1 

3.25 

U 

4 

x 3 

9 

16 

12.4 

3.62 

ft 

4 

x 3 

5 

8 

13.6 

3.98 

* « 

4 

x 3 

11 

16 

14.8 

4.34 

He U 

4 

x 3 

3 

4 

16.0 

4.69 

He U 

4 

x 3 

13 

1 6 

17.1 

5.03 

He U 

4 

x 3 

7 

8 

18.3 

5.36 

A101 

5 

x 3 

5 

16 

8.2 

2.40 

U 

5 

x 3 

3 

8 

9.8 

2.86 

u 

5 

x 3 

7 

16 

11.3 

3.31 

u 

5 

x 3 

1 

2 

12.8 

3.75 

u 

5 

x 3 

9 

16 

14.3 

4.18 

u 

5 

x 3 

5 

8 

15.7 

4.61 

u 

5 

x 3 

11 

1 6 

17.1 

5.03 

He U 

5 

x 3 

3 

4 

18.5 

5.44 

He U 

5 

x 3 

13 

16 

19.9 

5.84 

He ii 

5 

x 3 

7 

8 

21.2 

6.23 

A103 

5 

xH 

5 

16 

8.7 

2.56 

U 

5 

xH 

3 

8 

10.4 

3.05 

u 

5 

x 3| 

7 

16 

12.0 

3.53 

u 

5 

x 3^ 

1 

2 

13.6 

4.00 

u 

5 

x3 h 

9 

16 

15.2 

4.47 

(C 

5 

x 3| 

5 

8 

16.8 

4.92 

a 

5 

x 3^ 

11 

16 

18.3 

5.37 

u 

5 

x 3£ 

3 

4 

19.8 

5.81 

He U 

5 

x 3^ 

13 

16 

21.3 

6.25 

He U 

5 

x3i 

7 

8 

22.7 

6.67 

He U 

5 

x 3| 

15 

16 

24.2 

7.09 




Standard Angles vary only by ts inch. Sections shown on page 10. 
t Rolled only by special arrangement. 










































40 



CAMBEIA STEEL. 




WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. 



UNEQUAL LEGS.— Continued. 



Sizes not specially marked were adopted as standard, May 21, 1910, by the 
Association of American Steel Manufacturers, for bridge, car, ship and general 

building construction. Sizes marked 

* are of special thickness and are not 

A. A. S. M. standard. 










Thick- 

Weight 

Area 



Thick- 

Weight 

Area 


Dimensions. 

per 

of 

Roctinn 

Dimensions. 

per 

of 

Num¬ 

ber. 


ness. 

Foot. 

Section. 

Num¬ 

ber. 


ness. 

Foot. 

Section. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 



A105 

6 x 3| 

3 

8 

11.7 

3.42 

A107 

6 x 4 

3 

8 

12.3 

3.61 

a 

6 x3£ 

7 

16 

13.5 

3.97 

« 

6 x 4 

7 

16 

14.3 

4.18 

u 

6 x3^ 

1 

2 

15.3 

4.50 

u 

6 x 4 

1 

2 

16.2 

4.75 

u 

6 x3| 

9 

16 

17.1 

5.03 

U 

6 x 4 

9 

16 

18.1 

5.31 

u 

6 x 3| 

5 

8 

18.9 

5.55 

u 

6x4 

5 

8 

20.0 

5.86 

u 

6 x 3§ 

11 

16 

20.6 

6.06 

u 

6 x 4 

11 

16 

21.8 

6.40 

u 

6 x 3| 

3 

4 

22.4 

6.56 

u 

6x4 

3 

4 

23.6 

6.94 

u 

6 x3* 

13 

16 

24.0 

7.06 

a 

6 x 4 

13 

16 

25.4 

7.47 

a 

6 x 3| 

7 

8 

25.7 

7.55 

« 

6x4 

7 

8 

27.2 

7.98 

* a 

6 x3| 

15 

16 

27.3 

8.03 

* a 

6 x 4 

1 5 

16 

28.9 

8.50 

* « 

6 x 3| 

1 

28.9 

8.50 

* u 

6 x 4 

1 

30.6 

9.00 

WEIGHTS AND 

DIMENSIONS OF SPECIAL 

ANGLES. 




EQUAL 

LEGS. 




Section 

Num¬ 

ber. 

Dimensions. 

Thick¬ 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Section 

Num¬ 

ber. 

Dimensions. 

Thick¬ 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A 36 

3 Y 3 

4 A 4 

l 

8 

.59 

.17 

A 41 

2f x 2f 

5 

1 6 

4.5 

1.31 

U 

3 v 3 

4 X 4 

3 

16 

.84 

.25 

a 

2£ x 2f 

3 

8 

5.3 

1.55 

A 37 

1 xl 

1 

8 

.80 

.23 

u 

2f x 2f 

7 

16 

6.1 

1.78 

« 

1 xl 

3 

16 

1.16 

.34 

A 43 

2f x 2f 

3 

16 

3.39 

1.00 

« 

1 xl 

1 

4 

1.49 

.44 

U 

2fx2f 

i 

4 

4.5 

1.31 

A 38 

U 

a 

HxH 

lfxlf 

HxH 

1 

8 

3 

16 

1 

4 

1.01 

1.48 

1.92 

.30 

.43 

.56 

u 

a 

a 

u 

2f x 2f 
2fx2f 
2f x 2f 
2f x 2f 

5 

16 

3 

8 

7 

16 

1 

2 

5.6 

6.6 
7.6 
8.5 

1.62 

1.92 

2.22 

2.50 

A 40 

a 

a 

a 

lfxlf 
If X If 
lfxlf 
lfxlf 

3 

16 

1 

4 

5 

16 

3 

8 

2.12 

2.77 

3.39 

3.99 

.62 

.81 

1.00 

1.17 

A 47 

U 

U 

u 

5x5 

5x5 

5x5 

5x5 

3 

8 

7 

16 

1 

2 

9 

1 6 

12.3 

14.3 
16.2 
18.1 

3.61 

4.18 

4.75 

5.31 

A 41 

2f x 2f 

3 

16 

2.75 

.81 

u 

5x5 

5 

8 

20.0 

5.86 

a 

2f x 2f 

1 

4 

3.62 

1.06 

u 

5x5 

ii 

16 

21.8 

6.40 

Standard Angles vary only by ^ inch. Sections shown on pages 16 and 17. 

































































CAMBRIA STEEL. 41 


WEIGHTS AND DIMENSIONS OF SPECIAL ANGLES. 

UNEQUAL LEGS. 


Section 

Num- 

Dimensions. 

Thick¬ 

ness. 

Weight 
per Foot. 

Area of 
Section. 

Section 

Hum- 

Dimensions. 

Thick¬ 

ness. 

Weight 
per Foot. 

Area of 
Section. 

ber. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

ber. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A129 

3 

x 2 

3 

16 

3.07 

.90 

A109 

7 

x 3! 

7 

16 

15.0 

4.40 

CC 

3 

x 2 

1 

4 

4.1 

1.19 

cc 

7 

x3! 

1 

2 

17.0 

5.00 

cc 

3 

x 2 

5 

16 

5.0 

1.47 

cc 

7 

x 3| 

9 

16 

19.1 

5.59 

cc 

3 

x 2 

3 

8 

5.9 

1.73 

cc 

7 

x 3! 

5 

8 

21.0 

6.17 

cc 

3 

x 2 

7 

16 

6.8 

2.00 

cc 

7 

x3! 

11 

16 

23.0 

6.75 

cc 

3 

x 2 

1 

2 

7.7 

2.25 

cc 

7 

x3! 

3 

4 

24.9 

7.31 

A131 

4 

x 3! 

5 

1 fi 

7.7 

2.25 

cc 

7 

x 3! 

1 3 

16 

26.8 

7.87 

CC 

4 

x 3! 

3 

8 

9.1 

2.67 

« 

7 

x 3! 

7 

8 

28.7 

8.42 

cc 

4 

x 3! 

7 

1 6 

10.6 

3.09 

cc 

7 

x3! 

UL 

16 

30.5 

8.97 

cc 

4 

x 3! 

1 

2 

11.9 

3.50 

cc 

7 

x3! 

1 

32.3 

9.50 

cc 

4 

x 3| 

9 

16 

13.3 

3.90 

A112 

8 

x 6 

1 

23.0 

6.75 

cc 

cc 

4 

4 

x 3! 
x 3| 

5 

8 

11 

16 

14.7 

16.0 

4.30 

4.68 

CC 

CC 

8 

8 

x 6 
x 6 

9 

16 

5 

8 

25.7 

28.5 

7.56 

8.36 

A135 

5 

x 4 

3 

8 

11.0 

3.23 

cc 

8 

x 6 

11 

16 

31.2 

9.15 

CC 

5 

x 4 

7 

16 

12.8 

3.75 

cc 

8 

x 6 

3 

4 

33.8 

9.94 

cc 

5 

x 4 

1 

2 

14.5 

4.25 

cc 

8 

x 6 

13 

16 

36.5 

10.72 

cc 

5 

x 4 

9 

16 

18.2 

4.75 

cc 

8 

x 6 

7 

8 

39.1 

11.48 

cc 

5 

x 4 

5 

8 

17.8 

5.23 

cc 

8 

x 6 

15 

16 

41.7 

12.25 

cc 

5 

x 4 

11 

16 

19.5 

5.72 

cc 

8 

x 6 

1 

44.2 

13.00 


WEIGHTS AND DIMENSIONS OF BULB ANGLES. 


Sentinn 

Size. 

Weight 

Area of 

Thickness 

Thickness 

Length 

Width 

Page 

Number of 

Num- 

per Foot. 

Section. 

Plain Leg. 

Bulb Leg. 

of Bulb. 

of Bulb. 

ber. 

Ins. 

Lbs. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Section. 

A175 

4x3| 

12.2 

3.59 

3 

8 

3 

8 

1 8 

u 

18 

A171 

5 x 2| 

10.2 

3.00 

9 13 
32 32 

19 

64 

7 

8 

li 

U 

A177 

6x3 

11.8 

3.47 

.34 

5 

16 

1.21 

1.08 

a 

U 

U 

13.5 

3.95 

.39 

3 

8 

U 

1.14 

u 

U 

U 

15.0 

4.41 

.43 

7 

TS 

U 

1.20 

Cl 

A179 

7x3! 

15.7 

4.61 

.43 

3 

8 

1.25 

1.10 

cc 

U 

u 

17.5 

5.13 

.46 

7 

16 

U 

1.16 

a 

U 

a 

19.1 

5.60 

.48 

1 

2 

U 

1.23 

CC 

A181 

8x3! 

17.4 

5.09 

.42 

3 

8 

1.35 

1.18 

19 

U 

U 

19.3 

5.64 

.44 

7 

16 

U 

1.24 

CC 

« 

a 

21.5 

6.30 

.50 

1 

2 

U 

1.30 

cc 

A183 

9x3! 

20.3 

5.96 

.44 

13 

32 

1.48 

1.29 

cc 

a 

U 

22.6 

6.62 

.48 

15 

32 

U 

1.35 

cc 

u 

« 

24.8 

7.27 

.52 

AX 

32 

U 

1.41 

cc 

A185 

10 x 3! 

23.6 

6.91 

.47 

7 

16 

1.61 

1.40 

u 

« 

« 

26.1 

7.64 

.51 

1 

2 

U 

1.46 

cc 

U 

1C 

28.5 

8.35 

.55 

9 

1 6 

u 

1.53 

(t 


























































42 CAMBRIA STEEL. 


BEAM TABLES. 

Tables of safe loads for beams and channels and spacings of 
I-Beams for floors are given with explanatory notes on pages 82 
to 117 inclusive. 

BEAMS AS GIRDERS. 

In some cases two or more beams may be bolted together side by 
side to form a girder, in which case cast iron separators with bolts 
should be used to hold the various members together. Separators 
should be placed at each end of the girder, at points of concen¬ 
trated loading, and for uniform loading should be located at dis¬ 
tances apart not greater than twenty times the width of the small¬ 
est beam flange, in order to laterally support the upper flanges 
which are in compression and prevent their failure by buckling. 
The separators should preferably fit closely between the beam 
flanges so as to unite the beams forming the girder and thereby 
cause them to act together in resisting the load. Tables of Stand¬ 
ard and Special Separators are given on pages 54 and 55. 

CONNECTION ANGLES. 

When beams are coped or fitted together at right angles, con¬ 
nection angles are generally used, standards for which, covering 
usual cases, are shown on pages 43, 44 and 45. Explanations and 
tables of limiting spans for which these standards may be used are 
given on pages 46 and 47. Beams may be fitted together thus with 
flush tops or bottoms or in intermediate positions, as required in 
cases where the girder or trimmer beam is the larger. In cases 
where the girder or trimmer beam is the smaller, special stirrups 
or other connections are required. 

LIVE LOADS FOR FLOORS. 

The following loads per square foot, exclusive of weight of floor 
materials, show the range assumed in usual practice: 


Dwellings. 70 lbs. per sq. ft. 

Offices. 70 to 100 lbs. per sq. ft. 


Buildings for public assembly. 120 to 150 lbs. per sq. ft. 

Stores, warehouses, etc.150 to 250 lbs. and upwards per sq. ft. 

On page 300 are given in detail the safe loads for which floors 
should be designed in accordance with the building laws of 
various cities. 








CAMBRIA STEEL. 


43 


STANDARD CONNECTION ANGLES FOR I-BEAMS AND CHANNELS. 


FOR 3 AND 4 
BEAMS AND CHANNELS 


FOB 5'^ND Q" 
BEAMS AND CHANNELS 



7 '/ i 17 n 


e"x /x Jangle-i^'long 


FOB 7^'8,"9 "and 10" 
BEAMS AND CHANNELS 


¥ 

4- 

1 

4 

1 

'-V 

1 

1 

£= 

SL 

4- 

1 

17 

4-a 


w 

w 

CQ 


44 

I 1 

=4=4= 


6'x 4"x |-"ANGLE-24"LONG 


<N 


* 4 4 


FOR 12"BEAMS AND CHANNELS FOR 15 BEAMS AND CHANNELS 


*3? 

CQ 

*1. 


4 

2-j 


1 11 

f I 

4-4-4 

1 1 1 


e'x 4"x f"ANGLE-5 , LONG 




2_i 


S*T 

S_. 


4—4 

- 1 - 4 — 4 - 

* 


f, 1 

4=4* 


• I * I 

4-4-4- 


6'x 4"x -f 'ANGLE-7 5-"L0NG 


cq 




4-4-4- 


4 


T 


11 " 


FOR 18 BEAMS 


5. 




4-4-4—4-4 

1 1 1 I 

~ if< ri|.i ~ ~Titii' at 


e"x 4 X -§"ANGLE-10 LONG 


I 


I 


I 


4= 


.*._l4_4-4'*4~4 

Jlir/ 

4"x 4"x -f^AN.GLE-13'LONG 


1^42^2^-21^ 


FOR 20 BEAMS 


FOR 24 BEAMS 


cq 


• •• 




4-4-4 

1 1 1 


OJ 


4-4 4 - 4-4 -4 -• 


■xi.i—,i;.i— iii ...tin., .ill,1 


4" 


'rf 

cq 


1 .fii 1 u.i. 


4= 


4-4 


4-4 






sic 


4-4-4—4-4 -4-4 


l|iU2^2^2iq<2^2^lV 




[7T 


. 1 " 


4 X 4 X -g- ANGLE-15 LONG 

ALL RIVETS OR BOLTS TO BE f "DIAMETER ALL OPEN HOLES TO BE i|DIAMETER 


4"x 4'x -|"ANGLE-18"L0NG 
8 // 
















































































44 CAMBRIA STEEL. 


LOCATION OF CONNECTION ANGLES FOR 
BEAMS OF THE SAME OR DIFFERENT 
SIZES FRAMING OPPOSITE, BOT¬ 
TOMS OR TOPS FLUSH, 



For cases where D is zero or E is l"or zero, cut beam back or cope flanges 
back Yi" to clear rivet head. 


























































CAMBRIA STEEL. 


45 


LOCATION OF CONNECTION ANGLES FOR 
BEAMS OF THE SAME OR DIFFERENT 
SIZES FRAMING OPPOSITE, BOT¬ 
TOMS OR TOPS FLUSH. 


PP 


"z - 


—Oi 

°o< 
o c 
—0£ 


P---4 




o 

K.0 

>0° 


i 


DEPTH OF BEAMS. 






Inches. 

A 

B 

C 

D 

E 

Main 

Beam. 

Opposite 

Beam. 

inches. 

Inches. 

Inches. 

Inches. 

Inches. 

12 

8 

334 

334 

234 

34 

234 

i i 

9 

4 4 

4 4 

334 

34 

it 

10 

44 

44 

4J4 


134 

4 4 

12 

3'A 

334 

334 


... 

15 

8 

334 

434 

234 

34 

234 

i i 

9 

4 4 

4 4 

334 

134 

34 

4 < 

10 

44 

44 

434 

34 

134 

4 4 

12 

4 4 

4 4 

3% 


134 

44 

15 

334 

334 

3% 


... 

18 

8 

3 A 

434 

234 

34 

234 

4 4 

9 

44 

44 

334 

134 

34 

4 4 

10 

44 

44 

4 34 

34 

134 

44 

12 

44 

4 4 

334 

134 

134 

44 

15 

44 

4 4 

434 


134 

44 

18 

4 

4 

4 

... 

... 

20 

8 

334 

434 

234 

34 

234 

44 

9 

4 4 

44 

334 

134 

34 

4 4 

10 

4 4 

4 4 

434 

3* 

134 

4 4 

12 

4 4 

44 

334 

134 

134 

4 4 

15 

44 

44 

434 

34 

134 

44 

18 

4 4 

4 4 

434 


234 

4 4 

20 

334 

334 

334 



24 

8 

334 

534 

234 

34 

234 

4 4 

9 

44 

44 

334 

134 

34 

44 

10 

4 4 

44 

434 

X 

134 

44 

12 

44 

44 

334 

134 

134 

44 

15 

4 4 

44 

434 

34 

134 

“ 

18 

44 

44 

434 

34 

234 

44 

20 

4 4 

44 

434 

• • • 

134 

<4 

24 

434 

434 

4 34 

• • • 

• • • 


-L Ui WAOV-O V» WV.1V. " - * 

cope flanges back 34" to clear rivet head. 



























































46 CAMBRIA STEEL. 


STANDARD CONNECTION ANGLES FOR 
I-BEAMS AND CHANNELS. 

Standard connection angles for all sizes of beams and channels 
are shown on page 43. These are of sufficient strength for all usual 
connections of the various sizes shown, figured on the basis of 
10 000 pounds per square inch, as the allowable unit stress for 
single shear of rivets or bolts, and 20 000 pounds per square inch 
as the allowable unit stress for double shear and bearing value of 
the parts connected by the rivets. 

When beams of very short spans are loaded to their full capacity 
the end shear or reaction which has to be transmitted through 
the connections becomes so great that stronger connections than 
the standard should be used. 

The following tables give the limits of length below which the 
standard connections do not apply and for which special designs 
should be made. For all lengths greater than those given in the 
tables the standard connections are sufficiently strong. 

MINIMUM SPANS OF STANDARD CHANNELS FOR 
WHICH STANDARD CONNECTION ANGLES 
MAY BE SAFELY USED WITH CHANNELS UNI¬ 
FORMLY LOADED TO THEIR FULL CAPACITY, 
IN ACCORDANCE WITH TABLES OF SAFE 
LOADS, FOR FIBRE STRESS OF 16 000 LBS. 
PER SQUARE INCH. 


Section 

Depth 

of 

Weight 

Mini¬ 

mum 

Section 

Depth 

of 

Weight 

Mini¬ 

mum 

Section 

Depth 

of 

Weight 

Mini¬ 

mum 

Nam- 

Chan¬ 

nel. 

per 

Foot. 

Safe 

Span. 

Num- 

Chan¬ 

nel. 

per 

Foot. 

Safe 

Span. 

Num- 

Chan¬ 

nel. 

per 

Foot. 

Safe 

Span. 

ber. 

Inches. 

Pounds. 

Feet. 

ber. 

Inches. 

Pounds. 

Feet. 

ber. 

Inches. 

Pounds. 

Feet. 

C 5 

3 

4.0 

1.1 

C21 

7 

12.25 

2.6 

C 33 

10 

25.0 

5.5 

U 

« 

5.0 

0.8 

a 

a 

14.75 

2.3 

U 

u 

30.0 

6.2 

(( 

a 

6.0 

0.8 

u 

a 

17.25 

2.6 

u 

u 

35.0 

7.0 





u 

u 

19.75 

2.9 





C 9 

4 

5.25 

1.9 









a 

a 

6.25 

1.5 

C25 

8 

11.25 

4.4 

C 41 

12 

20.5 

5.4 

u 

u 

7.25 

1.4 

a 

a 

13.75 

3.4 

a 

(C 

25.0 

4.8 





u 

u 

16.25 

3.0 

u 

a 

30.0 

5.4 

C13 

5 

6.5 

2.8 

a 

u 

18.75 

3.3 

u 

a 

35.0 

6.0 

« 

U 

9.0 

2.1 

u 

a 

21.25 

3.6 

u 

a 

40.0 

6.6 

a 

u 

11.5 

2.5 













C29 

9 

13.25 

5.4 





C17 

6 

8.0 

3.9 

a 

U 

15.00 

4.6 

C 53 

15 

33.0 

7.4 

u 

U 

10.5 

3.0 

u 

u 

20.00 

4.1 

U 

a 

35.0 

7.1 

u 

(C 

13.0 

3.5 

u 

a 

25.00 

4.7 

a 

u 

40.0 

7.0 

u 

u 

15.5 

3.9 





u 

u 

45.0 

7.5 





C 33 

10 

15.0 

6.6 

a 

a 

50.0 

8.1 

C21 

7 

9.75 

3.4 

U 

u 

20.0 

4.9 

a 

a 

55.0 

8.7 






































CAMBRIA STEEL. 


47 


MINIMUM SPANS OF I-BEAMS FOR WHICH STAND¬ 
ARD CONNECTION ANGLES MAY BE SAFELY 
USED WITH I-BEAMS UNIFORMLY LOADED 
TO THEIR FULL CAPACITY, IN ACCORDANCE 
WITH TABLES OF SAFE LOADS, FOR FIBRE 
STRESS OF 16 000 LBS. PER SQUARE INCH. 


Section 

Num¬ 

ber. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Mini¬ 

mum 

Safe 

Span. 

Section 

Num¬ 

ber. 

Depth 

of 

Beam. 

Inches. 

Pounds. 

Feet. 

Inches. 

B 5 

3 

5.5 

1.7 

B 

33 

10 

a 

a 

6.5 

1.2 


u 

u 

a 

a 

7.5 

1.2 


a 

u 






u 

u 

B 9 

4 

7.5 

2.8 




a 

« 

8.5 

2.2 

B 

41 

12 

u 

« 

9.5 

2.0 


u 

u 

u 

a 

10.5 

2.2 


u 

u 

B 13 

5 

9.75 

4.1 

B 

105 

12 

« 

a 

12.25 

3.3 

U 

u 

u 

a 

14.75 

3.7 


a 

u 






a 

a 

B17 

6 

12.25 

5.6 




U 

U 

a 

u 

14.75 

17.25 

4.8 

5.3 

B 

53 

u 

15 

u 






a 

u 

B 21 

7 

15.00 

4.9 


u. 

a 

u 

a 

17.50 

3.8 


a 

u 

. u 

u 

20.00 

3.6 




B 25 

8 

18.00 

6.2 

B 

109 

15 

U 

U 

20.25 

5.1 




u 

u 

22.75 

4.8 




a 

u 

25.25 

5.1 


u 

u 

B 29 

9 

21.0 

7.7 




a 

a 

25.0 

6.2 

B 

113 

15 

a 

a 

30.0 

6.8 


U 

U 

a 

a 

35.0 

7.5 


a 

u 


Weight 

per 

Foot. 

Mini¬ 

mum 

Safe 

Span. 

Section 

Num¬ 

ber. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Mini¬ 

mum 

Safe 

Span. 

Pounds. 

Feet. 

Inches. 

Pounds. 

rFeet. 

25.0 

9.3 

B 

113 

15 

95.0 

17.5 

30.0 

8.1 


a 

U 

100.0 

18.1 

35.0 

8.8 






40.0 

9.6 

B 

65 

18 

55.0 

13.7 

31.5 

35.0 

40.0 

7.3 

7.7 

8.2 


a 

a 

n 

a 

a 

u 

60.0 

65.0 

70.0 

11.9 

11.8 

12.4 

40.0 

9.0 

B 

73 

20 

65.0 

13.9 

45.0 

9.6 


« 

U 

70.0 

12.5 

50.0 

10.2 


u 

u 

75.0 

12.8 

55.0 

10.8 








B 

121 

20 

80.0 

14.8 

42.0 

10.2 


a 

a 

85.0 

15.2 

45.0 

9.4 


a 

a 

90.0 

15.7 

50.0 

9.7 


u 

u 

95.0 

16.2 

55.0 

10.3 


a 

u 

100.0 

16.7 

60.0 

10.8 






60.0 

65.0 

70.0 

75.0 

80.0 

12.3 
12.8 

13.4 
13.9 

14.5 

B 

89 

U 

u 

u 

u 

21 

u 

u 

u 

a 

80.0 

85.0 

90.0 

95.0 

100.0 

17.7 

16.1 

16.1 

16.6 

17.1 

80.0 

15.9 

B 

127 

24 

105.0 

20.2 

85.0 

16.4 


u 

a 

110.0 

20.8 

90.0 

17.0 


u 

a 

115.0 

21.3 












































48 


CAMBRIA STEEL. 


STANDARD SPACING OF RIVET AND BOLT HOLES 
THROUGH FLANGES AND CONNECTION ANGLES 
OF I-BEAMS, AND TANGENT DISTANCES BE¬ 
TWEEN FILLETS MEASURED ALONG THE WEB. 


k-T-•> . 




Depth 






Depth 






of 

Weight. 

n 

e 

q 

T 

of 

Weight. 

n 

e 

q 

T 

Beam. 





Beam. 





Inches. 

Lbs.per Ft. 

Inches. 

Inches. 

In. 

Inches. 

Inches. 

Lbs. per Ft. 

Ins. 

Inches. 

Inch. 

Inches. 

3 

5.5 

1* 

All 

3 2 

K 

ltt 

15 

42.0 

3 

429 

“32 

X 

123^ 

( i 

6.5 

t i 

m 

< i 

t i 

i i 

45.0 

i t 

4U 

i t 

i i 

i < 

7.5 

t i 

4 X 

i i 

t i 

11 

50.0 

11 

5A 

i t 

“ 







t ( 

55.0 

11 

&T2 

i i 

(t 

4 

7.5 

IX 

i t 

4H 

9 

32 

2H 

t i 

60.0 

11 

5M 

21 

32 

i i 

i t 

8.5 

4% 

i t 

11 





i l 

9.5 

11 

4M 

5 

16 

11 

15 

60.0 

3H 

5 T2 

13 

16 

11X 


10.5 

i i 

4.29 

3 2 

< i 

a 

i t 

65.0 

11 

5A 

i t 

i i 


9.75 




t i 

70.0 

11 

5* 

27 

T 2 

i i 

5 

IX 

i t 

423. 

3 2 

5 

16 

3% 

i i 

75.0 

11 

5Vs 

( i 

1 i 


12.25 

4% 

< < 

11 

t i 

80.0 

t i 

5ff 

i t 

i i 


14.75 

i i 

5 

tt 

i l 






6 
l i 

it 

12.25 
14.75 

17.25 

2 
t i 

11 

423. 

3 2 

411 
■* 3 2 

4§* 

H 

«< 

AJ__ 

1 6 
< ( 

i i 

15 

i i 

i i 

i t 

80.0 

85.0 

90.0 

95.0 

3% 
11 

ii 

ii 

5* 

5M 

5V 2 

K 19. 

1* 

i i 

i t 

t i 

10tt 

i i 

ii 

i i 

7 

15.00 

2H 

i t 

4 H 

3 /H 


i t 

100.0 

i i 

6 H 

1* 

i i 

i t 

17.50 

4M 

< < 

11 

18 

i i 

55.0 

60.0 


4& 

5* 



t ( 

20.00 

i i 

4fi 

1 ( 

i i 

3'A 

t i 

11 

16 
i i 

15* 

i t 

8 

18.00 

2 X 

i t 

4M 

13 

32 

6* 

i i 

65.0 

t i 

5 X 

23 

32 

i t 

11 

20.25 

427 . 

“32 

7 

16 

t i 


70.0 


hjj 



i t 

22.75 

11 

4H 

« < 

i i 







i t 

25.25 

i t 

5* 

< < 

i i 

20 

65.0 

3V 2 

5 

» 

16H 

9 






11 

70.0 

11 

5* 

i t 

i t 

21.0 

2V 2 

i i 

425 

7 

16 

7JL 

' 16 

i t 

75.0 

11 

&T 2 

i t 

i i 


25.0 

429 

“32 


i i 






a 

30.0 

35.0 

i t 

11 

5* 

5* 

2A 
32 
i ( 

i t 

i i 

20 

11 

80.0 

85.0 

4 

i i 

5* 

5^2 

29 

32 

i i 

16* 
i i 

10 

i i 

ii 

25.0 

30.0 

35.0 

2 X 

i i 

t i 

4H 

4M 

5* 

H 

X 

i 1 

1?15 
* 16 
i i 

t i 

ii 

i i 

i t 

90.0 

95.0 

100.0 

11 

l i 

i i 

5A 

5* 

5% 

i t 

ii 

15 

16 

it • 

i i 

i i 

i t 

40.0 

11 

5M 

17 

T 2 

i t 

24 

80.0 

4 

5 

27 

32 

20H 

12 

31.5 

2H 

it 

417 


9% 

i i 

85.0 

i i 

5* 

i t 

i i 

11 

35.0 

4H 

< t 

t i 


90.0 


5X 

% 

i i 

i l 

40.0 

i i 

5A 

9 

16 

ii 

i i 

95.0 

100.0 

I i 

II 

5ts 

5H 

i l 

i i 

i i 

i l 

12 

40.0 

3 

4M 

21 

32 

QJL 

^16 







11 

45.0 

i t 

5 32 

< < 

11 

24 

105.0 

4 

5V S 

IX 

20 V 8 


50.0 


5* 

< < 

11 

i i 

110.0 

< ( 

5* 

i i 

i i 

i l 

55.0 

i i 

5A 

Ii 

16 

ii 

“ 

115.0 

t i 

5M 

1 i 

a 



























































CAMBRIA STEEL. 


49 


STANDARD SPACING OF RIVET AND BOLT HOLES 
IN FLANGES AND CONNECTION ANGLES OF 
CHANNELS, AND TANGENT DISTANCES BE¬ 
TWEEN FILLETS MEASURED ALONG THE WEB. 



Depth 






Depth 






of 

Weight. 

m 

e 

q 

T 

of 

Weight. 

m 

e 

q 

T 

Channel 






Channel 






# 

Inches. 

Lbs.perFt. 

Inches. 

Inches. 

In. 

Inches. 

Inches. 

Lbs.perFt. 

Inches. 

Inches. 

In. 

Inches. 

3 

4.0 

JL5 

16 

4.21 

^*32 

34 

m 

8 

21.25 

1A 

5A 

13 

32 

6A 

it 

5.0 

t i 

4M 

<< 

i t 







i l 

6.0 

' it 

4^ 

A 

i 6 

9 

13.25 

IX 

454 

11 

32 

734 

4 

i < 

a 

5.25 

6.25 

7.25 

1 

it 

it 

4 H 
4M 

4.27. 

^32 

9 

32 

< i 

5 

16 

2H 

1 1 

it 

i i 

a 

a 

15.00 

20.00 

25.00 

1A 
1A 
IX 

4.15 

4M 

534 

i i 

X 

13 

TZ 

< t 

1 i 

a 

5 

6.5 

1 

4.11 

5 

16 

3X 

10 

15.0 

IX 

4.X 

7 

] 6 

8A 


9.0 

IX 

4.2L 

3 2 

32 


i t 

20.0 

IX 

42 I 

i i 

i i 

l i 

11.5 

i t 

4.31. 

3 2 

5 

16 


i l 

25.0 

IX 

5A 

X 

1 i 







it 

30.0 

ltt 

5A 

13 

3 2 

11 


8.0 


411 

1 6 

11 

32 

4 X 

it 

35.0 

2A 

5A 

7 

16 

il 

6 

1* 



i < 

10.5 

1A 

4 H 









« < 

13.0 

1A 

4H 

t i 

t i 






Q15 

^16 


15.5 

-L 16 

5A 

i i 

i i 

12 

20.5 

IX 

415 

3 2 

15. 

32 




i i 

25.0 

m 

4X 

34 

i i 







i i 

30.0 

2 

5 

15 

32 

l i 

7 

9.75 

1A 

4.2-3 

11 

32 

5A 

t i 

35.0 

2X 

5X 

34 

a 

it 

12.25 

1A 

4.13. 

^16 

X 

i 1 

i i 

40.0 

23-4 

5X 

11 

32 


it 

14.75 

1A 

429 

^=32 

i t 








it 

17.25 

IX 

5A 

i i 








it 

19.75 

IX 

5H 



15 

33.0 

IX 

419 

“32 

tt 

12X 







i i 

35.0 

ltt 

4tt 

t ( 

i i 

8 

11.25 

IX 

4.23. 
“3 2 

X 

6A 

i l 

40.0 

2 

5A 

tt 

i i 

11 

13.75 

1A 

4H 

1 3 
32 

1 i 

t i 

45.0 

2X 

534 

54 


a 

16.25 

154 

4§f 

3 /« 

11 

i i 

50.0 

2X 

5 T2 

H 

32 


tt 

18.75 

134 

5 

13 

32 

t i 

it 

55.0 

^A 

5A 


























































50 CAMBRIA STEEL. 


MAXIMUM SIZE OF RIVETS IN FLANGES 
OF BEAMS AND CHANNELS. 


I-BEAMS. 

CHANNELS. 

Depth 


Diameter 

Depth 


Diameter 

Depth 


Diameter 

of 

Weight. 

of 

of 

Weight. 

of 

of 

Weight. 

of 

Beam. 


Rivets. 

Beam. 


Rivets. 

Channel. 


Rivets. 

Inehes. 

Lbs. per Ft. 

Inch. 

Inches. 

Lbs.perFt. 

Inch. 

Inches. 

Lbs. p9r Ft. 

Inch. 

3 

5.50 

H 

15 

42.0 

X 

3 

4.00 

X 

4 

7-50 

Vi 

15 

60.0 

< ( 

4 

5.25 

X 

5 

9.75 

11 

15 

80.0 

X 

5 

6.50 

4 4 

6 

12.25 

X 

18 

55.0 

4 l 

6 

8-00 

x 

7 

15.00 

4 i 

20 

65.0 

1 

7 

9.75 

4 4 

8 

18.00 

X 

20 

80.0 

i i 

8 

11.25 

X 

9 

21.00 

i 4 

24 

80.0 

i i 

9 

13.25 

i l 

10 

25.00 

4 4 

24 

105.0 

n 

10 

15.00 

i 4 

12 

31.50 

44 




12 

20.50 

4 4 

12 

40.00 

i i 




15 

33.00 

4 4 


STANDARD SPACING OF RIVET AND BOLT 
HOLES IN ANGLES, WITH MAXIMUM 
SIZE OF RIVETS TO BE USED. 





ANGLES. 


Length 

of 

Leg. 

m 

Diam. 

of 

Rivet. 

Length 

of 

Leg. 

m 

Diam. 

of 

Rivet. 

Length 

of 

Leg. 

m 

n 

o 

Diam. 

of 

Rivet. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

X 

X 

X 

2 

IX 

X 

4 

2X 



X 

1 

Vs 

4 4 

2X 

IX 

X 

4H 

4 4 

2 

IX 

4 4 

IX 

% 

X 

2V 2 

IX 

4 4 

5 

3 

4 4 

IX 

4 4 

1% 

y 8 

4 4 

2X 

IX 

4 4 

6 

3X 


2X 

4 4 

1 Vi 



3 

IX 

7 4 

7 

4 

4 4 

3 

1 

1% 

i 


3 X 

2 

4 4 

8 

4X 

3 

4 4 

IX 




















































































CAMBRIA STEEL. 


51 


BEARING PLATES FOR SHAPES USED AS 

BEAMS. 

Shapes used as beams resting on masonry walls or piers will generally require 
bearing plates of steel or their equivalents, set in or upon the masonry to prop¬ 
erly distribute the load thereon with due regard to the allowable safe pressures 
for the class of stonework or brickwork in question. 

. A table of bearing plates is given on page 53, which gives the bearing values 
in pounds for plates of various sizes based on the safe unit pressure allowable for 
different classes of masonry. As the strength of masonry varies largely accord¬ 
ing to the qualities of the material used, the workmanship and age, it is impossi¬ 
ble to give absolute figures for safe unit pressures for all classes of work, but the 
values given on page 52 are believed to fairly represent these for the usual kinds 
of ordinary architectural masonry. The strength of ordinary masonry generally 
depends upon the crushing value of the mortar or cement used and does not 
bear any fixed relation to the ultimate strength of the brick or stone entering 
into the construction. 

The table of bearing plates gives the bearing values of various sizes of plates 
when used with different classes of masonry, but the thickness of the plate 
should be computed for each case. 

For a plate of given length and breadth the thickness depends upon the 
allowable load and unit stress, and the width of the flange of the beam or 
channel resting upon it. 

The thickness may be determined by the following formula 

t = .866 (1 — b) ^j 
t = thickness of plate in inches. 

1 = length of plate in inches, in a direction perpendicular to the axis of the 
beam or channel. 

b = width of flange of beam or channel in inches. 

R = reaction at point of support in pounds. 

For uniformly distributed loads, R = one-half of the load given in Tables of Safe 
Loads, pages 88 to 105 inclusive. 

p = allowable stress in pounds per square inch on extreme fibre of plate, 
b' = width of plate in the direction of the axis of the beam or channel; i. e., 
bearing on wall in inches. 

If p = 16 ooo lbs. for steel we have 


t = .00685 (1 - b) 

Example. 

What is the proper size of steel bearing plate to be used in a wall of brick laid 
in cement mortar to support the end of a 10-inch standard I-Beam, weighing 40 
pounds per foot, of 10 foot span, subjected to its safe load uniformly distributed? 

On page 91 in the Table of Safe Loads Uniformly Distributed for Cambria 
I-Beams, the total load is found to be 33 850 pounds, and half of this, or 16 925 
pounds, will be the reaction at each end. 

On referring to the Table of Bearing Plates, on page 53, the proper size for 
this load on the class of masonry in question is found to be 6" x 10". The 
width of flange of a 10-inch 40 lb. standard beam is 5.10 inches. 

Substituting these values in the formula for thickness gives 



.00685 (10 - 5.10) a/ = .562 

\ ox 10 


The nearest commercial size above this is & inch, which is the thickness 
required. 

If a shorter plate would suit the location better it may be seen from the table 
that a plate 8" x 8" will give the necessary bearing value and the thickness of 
this would be 


t = .00685 (8 - 5.10) 
and the nearest commercial size above this is 


V 


16 925 


= .323 


8x8 

", which is the thickness required. 













52 CAMBRIA STEEL. 


STANDARD 

BEARINGS AND BEARING PLATES. 


Size 

of Beams and 
Channels. 

Bearing. 

Bearing Plate. 

Dimensions. 

Area. 

Inches. 

Inches. 

Inches. 

Sep Inches. 

3 

6 

6 x 

6xf 

36 

4 

6 

6 x 

6 x | 

36 

5 

6 

6 x 

6 x | 

36 

6 

6 

6 x 

6 x f 

36 

7 

8 

8 x 

8 x | 

64 

8 

8 

8 x 

8x§ 

64 

9 

8 

8 x 

8 x | 

64 

10 

12 

12 x 

12 x f 

144 

12 

12 

12 x 

12 xf 

144 

15 

12 

12 x 

15xf 

180 

18 

15 

15 x 

15 x 1 

225 

20 

15 

15 x 

18x1 

270 

24 

15 

15 x 

18x1 

270 


SAFE BEARING VALUES OF WALL PLATES 
FOR VARIOUS STYLES OF MASONRY. 


Material. 

Pounds 
per Sq^. In. 

Tons 

per Sq. Ft. 

Rubble Masonry in Cement Mortar. 

250 

18.0 

Brickwork “ “ “ . 

300 

21.6 

First Class Sandstone (Dimension Stone). . 

400 

28.8 

Limestone. 

500 

36.0 

Granite. 

600 

43.2 

Portland Cement Concrete 1:2:4. 

600 

43.2 

“ “ “ i . o . c 

X*M*U*«*(|* 

500 

36.0 



































CAMBRIA STEEL. 53 


BEARING PLATES FOR I-BEAMS AND CHANNELS. 


Safe Bearing Value of Plate in 1000 Pounds. 


Bearing 

on 

Wall. 

Size 

of 

Plate. 

Rubble 
in Cement 
Mortar. 

Brick 
in Cement 
Mortar. 

Sand¬ 

stone. 

Lime¬ 

stone. 

Granite. 

Concrete. 

1:2:4. 

Concrete. 

1:2:5. 

250 lbs. 
per sq.in. 

300 lbs, 
per sq. in. 

400 lbs. 
per sq. in. 

500 lbs. 
per sq. in. 

600 lbs. 
per sq. in. 

600 lbs. 
per sq. in. 

500 lbs. 
per sq. in 

Ins. 

Ins. 

4 

4x4 

4.0 

4.8 

6.4 

8.0 

9.6 

9.6 

8.0 

4 

4x6 

6.0 

7.2 

9.6 

12.0 

14.4 

14.4 

12.0 

4 

4 x 8 

8.0 

9.6 

12.8 

16.0 

19.2 

19.2 

16.0 

6 

6x6 

9.0 

10.8 

14.4 

18.0 

21.6 

21.6 

18.0 

6 

6 x 8 

12.0 

14.4 

19.2 

24.0 

28.8 

28.8 

24.0 

6 

6x10 

15.0 

18.0 

24.0 

30.0 

36.0 

36.0 

30.0 

8 

8 x 8 

16.0 

19.2 

25.6 

32.0- 

38.4 

38.4 

32.0 

8 

8x10 

20.0 

24.0 

32.0 

40.0 

48.0 

48.0 

40.0 

8 

8x12 

24.0 

28.8 

38.4 

48.0 

57.6 

57.6 

48.0 

10 

10x10 

25.0 

30.0 

40.0 

50.0 

60.0 

60.0 

50.0 

10 

10x12 

30.0 

36.0 

48.0 

60.0 

72.0 

72.0 

60.0 

10 

10x14 

35.0 

42.0 

56.0 

70.0 

84.0 

84.0 

70.0 

12 

12x12 

36.0 

43.2 

57.6 

72.0 

86.4 

86.4 

72.0 

12 

12x14 

42.0 

50.4 

67.2 

84.0 

100.8- 

100.8 

84.0 

12 

12x16 

48.0 

57.6 

76.8 

96.0 

115.2 

115.2 

96.0 

12 

12 x 18 

54.0 

64.8 

86.4 

108.0 

129.6 

129.6 

108.0 

14 

14x14 

49.0 

58.8 

78.4 

98.0 

117.6 

117.6 

98.0 

14 

14 x 16 

56.0 

67.2 

89.6 

112.0 

134.4 

134.4 

112.0 

14 

14x18 

63.0 

75.6 

100.8 

126.0 

151.2 

151.2 

126.0 

14 

14x20 

700 

84.0 

112.0 

140.0 

168.0 

168.0 

140.0 

16 

16 x 16 

64.0 

76.8 

102.4 

128.0 

153.6 

153.6 

128.0 

16 

16x18 

72.0 

86.4 

115.2 

144.0 

172.8 

172.8 

144.0 

16 

16 x 20 

80.0 

96.0 

127.0 

160.0 

192.0 

192.0 

160.0 

16 

16x22 

88.0 

105.6 

139.8 

176.0 

211.2 

211.2 

176.0 

18 

18x18 

81.0 

97.2 

129.6 

162.0 

194.4 

194.4 

162.0 

18 

18x20 

90.0 

108.0 

144.0 

180.0 

216.0 

216.0 

180.0 

18 

18x22 

99.0 

118.8 

158.4 

198.0 

237.6 

237.6 

198.0 

18 

18x24 

108.0 

129.6 

172.8 

216.0 

259.2 

259.2 

216.0 

20 

20x20 

100.0 

120.0 

160.0 

200.0 

240.0 

240.0 

200.0 

20 

20x22 

110.0 

132.0 

176.0 

220.0 

264.0 

264.0 

220.0 

20 

20x24 

120.0. 

144.0 

192.0 

240.0 

288.0 

288.0 

240.0 

20 

20 x 26 

130.0 

156.0 

208.0 

260.0 

312.0 

312.0 

260.0 


Safe Bearing Value of Plate = Area of Plate (in square inches) X Allowable 
Safe Bearing Value (per square inch) on the Masonry. 





































54 


CAMBRIA STEEL. 


STANDARD CAST IRON SEPARATORS FOR I-BEAMS. 







Beams. 

Separators. 

Bolts, Square Heads 
and Hex. Nuts. 

Section 

Num- 

-a 

f=U 

CD 

<=t 

Weight 

per 

Out to Out 

of Flanges 

ofBeams. 

Center 
to Cen¬ 
ter of 
Beams. 

CO 

CO 

<x> 

1 

o 

:a 

E-« 

Weight. 

=2^ 

Ij-Jco 

■fs! 

o O o 

c 

5 

<x> 

1 

a 

• H 

® ° 
a 

CD _Zb 

*8 

b£) 

d 

CD 

•-3 

Weight 

of Bolts 

and 

°s s 

bp .m 

*g 

^"S'3 
© ® £ 

ber. 

d 

Foot. 

A 

B 

t 


CO •-» o 
aS -h 03 

© -g g 


c 

£ 

Nuts. 

£ & g 

s=i ° 2 
>—t W -h> 



Ins. 

Pounds. 

Inches. 

Inches. 

In. 

Pounds. 

Pounds. 

In. 

Ins. 

Ins. 

Pounds. 

Pound. 




SEPARATORS WITH 

ONE BOLT. 



B 

5 

3 

5.5 

5^ 

3 

3 

8 

1.0 

.17 

3 

4 


4 

.95 

.123 

B 

9 

4 

7.5 

51 

31 

U 

1.3 

.26 

U 


41 

1.01 

a 

B 

13 

5 

9.75 

61 

31 

U 

1.8 

.36 

U 


4f 

1.04 

a 

B 

17 

6 

12.25 

74 

4 

1 

2 

3.0 

.59 

cc 


51 

1.11 

u 

B 

21 

7 

15.0 

71 

41 

u 

3.3 

.65 

u 


51 

1.14 

a 

B 

25 

8 

18.0 

81 

41 

a 

3.8 

.72 

u 


51 

1.17 

a 

B 

29 

9 

21.0 


5 

u 

5.0 

.85 

u 


61 

1.23 

u 

B 

33 

10 

25.0 

91 

51 

u 

7.0 

.98 

u 


61 

1.26 

u 

B 

41 

12 

31.5 

10f 

51 

u 

7.5 

1.14 

a 


7 

1.32 

u 

B 

105 

12 

40.0 

HI 

6 

u 

7.5 

1.14 

a 


71 

1.38 

u 




SEPARATORS 

WITH 

TWO BOLTS. 



B 

41 

12 

31.5 

101 

51 

1 

2 

7.8 

1.20 

3 

4 

61 

7 

2.64 

.246 

B 

105 

12 

40.0 

HI 

6 

a 

7.8 

1.20 

a 

a 

71 

2.76 

a 

B 

53 

15 

42.0 

111 

61 

u 

11.5 

1.50 

u 

7 

7f 

2.82 

u 

B 

109 

15 

60.0 

121 

61 

u 

11.5 

1.50 

u 

U 

81 

2.95 

u 

B 

113 

15 

80.0 

13 

61 

a 

11.5 

1.50 

a 

u 

9 

3.13 

u 

B 

65 

18 

55.0 

121 

61 

5 

8 

16.5 

2.?8 

a 

9 

81 

2.95 

u 

B 

73 

20 

65.0 

131 

7 

a 

17.5 

2.60 

u 

10 

■81 

3.01 

u 

B 

121 

20 

80.0 

141 

71 

a 

17.5 

2.60 

u 

« 

91 

3.19 

a 

B 

89 

24 

80.0 

141 

71 

u 

25.5 

3.25 

u 

12 

91 

3.19 

u 

B 

127 

24 

105.0 

16 

81 

a 

25.5 

3.25 

u 

a 

91 

3.26 

u 


Lengths and weights of separator bolts in above table are for girders composed 
of two beams of minimum section as shown. Lengths of bolts for intermediate 
and maximum sizes of beams may be obtained by adding twice the increase of 
web thickness to the lengths given. 











































































































CAMBRIA STEEL. 


55 


SPECIAL 



CAST IRON SEPARATORS 



FOR I-BEAMS. 



Beams. 


Separators. 


Bolts, Square Heads 
and Hex. Nuts. 


Section 

Depth. 

Weight 

per 

Out to Out 

of Flanges 

of Beams. 

Center 
to Cen¬ 
ter of 
Beams. 

Thickness. 

Weight. 

_ 

■2 g 

•S-3 oj 

.5P-3 a 

cd 

ft<* 

<D 

"S 

enter to Cen- 

;er of Bolts. 

length. 

Weight 
of Bolts 

Cm-h m' 

0^3 Q 

•§f.s£ 

Num- 


Foot. 




o-S'S 

.1 

— 


and 

° ® £ 

ber. 

d 

A 

B 

t 


ot ■-< 
c$ g 

<X> <X> 

ft. % £ 
o d ft 
CO 

M 


C 

E 

Nuts. 

C/3 O CO 
Cd r-H 

® Ol oj 

So 2 
wmS 


Ins. 

Pounds. 

Inches. 

fnches. 

In. 

Pounds. 

Pounds. 

In. 

Ins. 

Ins. 

Pounds. 

Pound 


SEPARATORS WITH ONE BOLT. 


B 5 
B 9 
B 13 
B 17 
B 21 
B 25 
B 29 
B 33 
B 41 
B 105 

3 

4 

5 

6 

7 

8 
9 

10 

12 

12 

5.5 

7.5 
9.75 

12.25 

15.0 

18.0 

21.0 

25.0 

31.5 

40.0 

51 

61 

7JL 

* 16 

71 

81 

9A 

91 

10f 

111 

3 

31 

31 

4 

41 

41 

5 

51 

51 

6 

3 

8 

U 

U 

1 

2 

« 

a 

u 

u 

u 

u 

l.i 

1.6 

2.0 

3.3 

3.9 

4.7 

5.9 

6.8 
8.8 

8.9 

.29 

.38 

.49 

.78 

.92 

1.06 

1.20 

1.33 

1.61 

1.58 

3 

4 
a 

a 

u 

a 

u 

a 

u 

u 

u 


4 

41 

41 

51 

51 

51 

61 

61 

7 

71 

.95 

1.01 

1.04 

1.11 

1.14 

1.17 

1.23 

1.26 

1.32 

1.38 

.123 

a 

a 

a 

a 

a 

u 

u 

u 

a 



SEPARATORS 

WITH TWO 

BOLTS. 



B 41 

12 

31.5 

101 

5! 

1 

2 

9.5 

1.61 

3 

4 

61 

7 

2.64 

.246 

B 105 

12 

40.0 

111 

6 

a 

9.5 

1.58 

u 

U 

71 

2.76 

U 

B 53 

15 

42.0 

111 

61 

a 

12.5 

2.02 

u 

7 

71 

2.82 

a 

B 109 

15 

60.0 

121 

61 

a 

13.0 

1.97 

u 

a 

81 

2.95 

u 

B 113 

15 

80.0 

13| 

71 

a 

13.2 

1.91 

a 

u 

9 

3.13 

a 

B 65 

18 

55.0 

121 

61 

5 

8 

19.8 

2.41 

a 

9 

81 

2.95 

a 

B 73 

20 

65.0 

131 

7 

u 

22.9 

3.37 

u 

10 

81 

3.01 

u 

B 121 

20 

80.0 

141 

71 

u 

24.6 

3.34 

a 

U 

91 

3.19 

u 

B 89 

24 

80.0 

14 1 

71 

a 

30.3 

4.07 

u 

12 

91 

3.19 

u 

B 127 

24 

105.0 

161 

8! 

a 

32.5 

4.07 

u 

a 

91 

3.26 

u 


Lengths and weights of separator bolts in above table are for girders composed 
of two beams of minimum section as shown. Lengths of bolts for intermediate 
and maximum sizes of beams may be obtained by adding twice the increase of 
web thickness to the lengths given. 





















































































































60 CAMBRIA STEEL. 


FIREPROOF CONSTRUCTION. 

Buildings of fireproof construction consist essentially of a steel 
frame or skeleton to support the floors, and in the case of high 
buildings, the outside walls also are carried by the steel framing. 
All parts of the steel work are enclosed and protected by some 
fire-resisting material, which should be of such quality and 
arrangement as not to disintegrate or fall away when heated to 
high temperatures and at the same time exposed to a stream of cold 
water. The fireproofing for the floors, in addition to its ability to 
afford a fireproof protection to the steel beams, must be capable of 
supporting the load and distributing it to the floor beams, which 
in turn transmit it to the columns and thence to the foundations. 

One of the earlier forms of floors consists of brick arches built 
between and supported by the bottom flanges and lower portions 
of the web of iron or steel I-Beams, but this style has considerable 
dead weight and, as ordinarily constructed, does not provide fire¬ 
proof protection for the bottom flanges of the beams. Another of 
the earlier forms of floor is composed of sheets of corrugated iron 
arched between the beams, on which a concrete filling is placed, 
and this also, as ordinarily constructed, does not provide protec¬ 
tion for the bottom flanges of the beams, besides, it is quite heavy. 

A later style of floor is the hollow tile system, which is composed 
of flat or segmental arches constructed of moulded blocks of hard 
burned clay, specially shaped, and of various depths to suit 
different loads and the sizes of the I-Beams supporting them. In 
the hollow tile system, the blocks may also be of porous terra¬ 
cotta which is lighter than hard clay. 

Various other systems of fireproofing are now in use, the most 
usual forms of which consist of cement, concrete or other material 
used alone or deposited or arranged about a strengthening or sup¬ 
porting framework of steel shapes, bars, rods, wire, wire-cloth, etc. 

Column or girder fireproofing may be accomplished by the use of 
hard clay or porous terra-cotta blocks shaped to fit and enclose the 
steel work, or the steel may be wrapped with wire, wire-cloth, 
metal lath, etc., and a concrete or plastered coating applied to it. 

Fireproof partitions may be constructed of hollow tile composed 
of hard clay or porous terra-cotta to which the plaster finish may 
be directly applied, or they may be composed of suitable metal 
studding on which is secured the wire-cloth or metal lath that 
serves to support the concrete or other fireproofing, the surface 
then being plastered in the usual manner. 

The dead weights of fireproof floors vary between wide limits 
dependent upon the system employed, the load to be carried and 
the distance between the supporting beams. 







CAMBRIA STEEL. 


57 


WEIGHTS OF 

HOLLOW 

TILE FLOOR ARCHES 


AND 

FIREPROOF MATERIALS. 



END CONSTRUCTION, FLAT ARCH. 


Width of Span between Beams. 

Depth of Arch. 

Weight per Square Foot. 


5 feet to 6 feet. 

8 inches. 

27 pounds. 


6 “ 7 

U 

9 “ 

29 

U 


7 “ 8 

u 

10 “ 

33 

a 


8 “ 9 

u 

12 " 

38 

a 


HOLLOW BRICK FOR FLAT ARCHES. 




(Side Construction.) 



Width of Span between Beams. 

Depth of Arch. 

Weight per Square Foot. 

3 feet 6 inches to 4 feet 0 inches. 

6 inches. 

27 pounds. 

4 

“ 0 “ 4 

“ 6 

7 “ 

29 

u 

4 

“6 “ 5 

« o « 

8 “ 

32 

a 

5 

“6 “ 6 

« 0 “ 

9 « 

36 

u 

6 

“0 “ 6 

« 6 “ 

10 « 

39 

u 

6 

“6 “ 7 

« 0 “ 

12 « 

44 

u 

PARTITIONS. 


Thickness. 

Weight per Square Foot. 

Hollow Brick (Clay) Partitions. 

2 inches. 

11 pounds. 


u u u 

U 

3 « 

14 

u 


a a u 

a 

4 « 

15 

a 


a a « 

a 

5 “ 

19 

a 


a a u 

a 

6 “ 

20 

a 


« a a 

u 

8 « 

27 

u 

Porous Terra-Cotta 

Partitions. 

3 “ 

16 

a 


a u a 

U 

4 « 

19 

u 


u a a 

u 

5 “ 

22 

a 


a u u 

a 

6 “ 

23 

a 


a a u 

u 

8 « 

33 

(i 

FURRING, ROOFING AND CEILING. 




Thickness. 

Weight per Square Foot. 


Porous Terra-Cotta Furring. 

2 inches. 

8 pounds. 


11 u « 

Roofing. 

2 « 

12 

a 


« « « 

U 

3 « 

14 

a 


« « « 

a 

4 “ 

18 

u 


« « « 

Ceiling. 

2 “ 

11 

u 


u u u 

« 

3 « 

14 

a 


a « « 

a 

4 « 

18 

(f 


6-inch Segmental Arches, 26| pounds per square foot. 

o u a gg << << u 11 



2- “ Porous Terra-Cotta Partition, 8 pounds per square foot. 


8" x 3|" x 2|" Hollow Brick, 3000 lbs. per 1000. 








































58 CAMBBIA STEEL. 


TABLES OF SAFE LOADS—TERRA COTTA FLOOR 

ARCHES. 

The Table of Safe Loads for Flat Arches, page 59, is applicable 
to all shapes of blocks. The areas given are obtained by passing 
a plane through the blocks at right angles to all the webs and 
are the areas for 1-foot width of arch. Generally speaking, end 
construction blocks of various shapes, but of the same depth 
and cross sectional area, have equal strength. The weight of 
the arch has not been deducted in Table of Safe Loads for Flat 
Arches. Therefore, this and other dead loads must be deducted 
to obtain the net safe live load for any arch and span. 

Example. —What load will an 8-inch arch carry (using a 
Factor of Safety of 5), for a span of 5 feet 6 inches, the blocks 
having a sectional area parallel to the beams, of 44.25 square 
inches? 

Area of 8-inch block in Table = 37 sq. ins. 

44.25 -f- 37 = 1.19, Ratio of Actual Area to Tabular Area. 

Safe Load in Table = 228, X 1.19 = 271 pounds = Safe 
Load for Actual Area. 

Weight of Arch = 44.25 X 12 = 531 cu. in. X .06 = 32 
lbs. per sq. ft. 

271 — 32 = 239 lbs. = Safe Load in lbs. per sq. ft. for 
S. F. of 7. 

271 X 7 -7- 5 = 379, - 32 = 347 lbs., Safe Load for S. F. of 5. 


Tables of Safe Loads for Segmental Arches in spans up to 10 
feet are given on pages 60 and 61. The areas of the blocks for 
which the safe loads are given are the areas per foot of arch 
parallel with beams. The weight of the arch blocks has been 
deducted in the Table, so that only the dead load of concrete 
fill, plastering, etc., must be deducted to obtain net live load. 

Segmental arch construction is cheaper than flat arch con¬ 
struction, and is the stronger of the two. Where for any reason 
a flat arch is not deemed necessary, this is an admirable floor 
construction to use. 

Even with this type of construction, the flat ceiling may be 
secured by suspending a metal lath ceiling below the arch from 
the bottom of the beams. To do this, however, adds so much 
to the cost that it is generally cheaper to use the Flat Arch. 

Segmental Arches can also be built with a raised skew. This 
flattens the arch and reduces the amount and consequently the 
expense of the cinder concrete fill, but it also reduces the strength 
of the arch. 

In Segmental Arches, the thrust on the beams (particularly 
at the bottom of beams) is very great, and where there is any 
doubt of the beams’ sustaining the thrust, it is desirable to use 
steel tie rods. These tie rods may be fireproofed or left unpro¬ 
tected, the best practice being to protect them. 





CAMBRIA STEEL. 59 


SAFE LOADS FOR FLAT FLOOR ARCHES 
OF SEMI-POROUS TERRA COTTA. 

As given by manufacturers of this material. 
Safety Factor 7. 


ARCHES. 

6 ins. 

7 ins. 

8 ins. 

9 ins. 

10 ins. 

12 ins. 

15 ins. 




Square Inches. 



AREAS. 
















31 

34 

37 

40 

43 

49 

58 

SPANS. 

Pounds per Square Foot. 

1 Ft. 6 In. 

1928 

2468 

3069 

3733 

4459 

6097 

9022 

2 “ 0 

1085 

1388 

1728 

2100 

2508 

3430 

5075 

2 “ 6 “ 

694 

888 

1104 

1344 

1605 

2195 

3248 

3 “ 0 “ 

482 

617 

767 

933 

1114 

1524 

2255 

3 “ 3 “ 

410 

525 

650 

795 

950 

1299 

1922 

3 “ 6 “ 

354 

453 

563 

685 

819 

1120 

1657 

3 “ 9 “ 

308 

394 

491 

597 

713 

975 

1443 

4 “ 0 “ 

271 

347 

431 

525 

627 

857 

1268 

4 “ 3 “ 

240 

307 

382 

465 

555 

759 

1124 

4 “ 6 “ 

214 

274 

341 

414 

495 

677 

1002 

4 “ 9 “ 

192 

246 

306 

372 

444 

608 

900 

5 “ 0 “ 

173 

222 

276 

336 

401 

548 

812 

5 “ 3 “ 

157 

201 

250 

304 

364 

497 

736 

5 “ 6 “ 

143 

183 

228 

277 

331 

453 

671 

5 “ 9 “ 

131 

168 

208 

254 

303 

415 

614 

6 “ 0 “ 

120 

154 

191 

233 

278 

381 

563 

6 “ 3 “ 

111 

142 

176 

215 

256 

351 

519 

6 “ 6 “ 


131 

163 

198 

237 

324 

480 

6 “ 9 “ 


121 

151 

184 

220 

301 

445 

7 “ 0 “ 


113 

140 

171 

204 

280 

414 

7 “ 6 “ 



122 

149 

178 

243 

360 

8 “ 0 “ 



107 

131 

156 

214 

317 

8 41 6 li 




116 

138 

190 

281 

9 “ 0 “ 




103 

123 

169 

250 

9 “ 6 “ 





111 

152 

225 

10 “ 0 “ 





100 

137 

203 

10 “ 6 “ 






124 

184 

11 “ 0 “ 






113 

167 

11 “ 6 “ 






103 

153 

12 “ 0 “ 






95 

141 


Above Safe Loads include weight of arch blocks and other dead load. Aver¬ 
age weight of arch blocks (lbs. per sq. ft. of arch) = Sectional Area X 12 X .06. 







































60 CAMBRIA STEEL. 


SAFE LOADS FOR TERRA COTTA SEGMENTAL 

FLOOR ARCHES. 


As given by manufacturers of this material. 
Weight of Arch Blocks not included. 
Factor of Safety 7. 


ARCHES. 

4 ins. 

6 ins. 

8 ins. 

10 ins. 



Square Inches. 

A MAS. 







28 

36 

43 

47 

SPANS. 

RISE. 








Pounds per Square Foot. 


Ft.-ins. 

Inches. 






X 

702 

902 

1078 

1178 


1 

920 

1148 

1414 

1545 

4-0 

IX 

1155 

1485 

1774 

1939 


IX 

1353 

1740 

2079 

2272 


IX 

1545 

1986 

2373 

2593 


2 

1736 

2233 

2667 

2915 


X 

616 

792 

946 

1034 


1 

812 

1044 

1247 

1363 

4-6 

IX 

1020 

1313 

1568 

1713 


IX 

1196 

1539 

1838 

2009 


IX 

1381 

1775 

2121 

2318 


2 

1536 

1975 

2359 

2578 


X 

551 

709 

847 

926 


1 

744 

951 

1143 

1249 

5-0 

IX 

911 

1172 

1400 

1530 


IX 

1072 

1379 

1647 

1800 


IX 

1238 

1592 

1902 

2078 


2 

1379 

1773 

2118 

2315 


X 

499 

641 

766 

837 


1 

672 

864 

1032 

1128 

5-6 

IX 

826 

1062 

1269 

1387 


IX 

984 

1266 

1512 

1652 


IX 

1119 

1439 

1719 

1879 


2 

1258 

1619 

1933 

2113 


X 

455 

585 

699 

764 


1 

612 

788 

941 

1028 

6-0 

IX 

753 

969 

1157 

1265 


IX 

898 

1154 

1379 

1507 


IX 

1022 

1315 

1570 

1716 


2 

1148 

1476 

1763 

1927 


X 

428 

551 

658 

719 


1 

562 

724 

864 

944 

6-6 

IX 

701 

902 

1077 

1177 


IX 

823 

1058 

1264 

1382 


IX 

947 

1218 

1455 

1590 


2 

1055 

1358 

1622 

1772 


X 

394 

508 

606 

662 

7-0 

1 

520 

669 

799 

873 


IX 

648 

834 

996 

1089 




























CAMBRIA STEEL. 61 


SAFE LOADS FOR TERRA COTTA SEGMENTAL 

FLOOR ARCHES. 


As given by manufacturers of this material. 
Weight of Arch Blocks not included. 
Factor of Safety 7. 


ARCHES. 

4 ins. 

6 ins. 

8 ins. 

10 ins. 



Square Inches. 

AKEAS, 







28 

36 

43 

47 

SPANS. 

RISE. 








Pounds per Square Foot. 


Ft.-ins. 

Inches. 






IKi 

762 

981 

1171 

1280 

7-0 

• IX 

876 

1127 

1346 

1471 


2 

983 

1264 

1510 

1650 


X 

366 

471 

563 

615 


1 

482 

621 

741 

810 

7-6 

1 X 

603 

774 

925 

1011 


IX 

715 

920 

1099 

1201 


1 X 

815 

1049 

1253 

1369 


2 

915 

1176 

1405 

1536 


X 

341 

439 

525 

573 


1 

457 

588 

703 

768 

8-0 

IX 

562 

724 

864 

944 


IX 

668 

859 

1026 

1122 


IX 

767 

987 

1179 

1288 


2 

854 

1099 

1312 

1434 


X 

319 

411 

491 

536 


1 

428 

551 

658 

719 

8-6 

IX 

527 

678 

810 

885 


IX 

626 

806 

963 

1052 


IX 

719 

926 

1106 

1208 


2 

807 

1037 

1239 

1354 


X 

300 

386 

461 

504 


1 

403 

518 

619 

677 

9-0 

IX 

501 

645 

770 

842 


IX 

590 

758 

906 

990 


IX 

677 

871 

1041 

1137 


2 

759 

977 

1167 

1275 


X 

283 

364 

435 

475 


1 

380 

489 

584 

638 

9-6 

IX 

472 

608 

726 

793 


IX 

561 

721 

862 

942 


IX 

639 

823 

983 

• 1074 


2 

717 

923 

1102 

1204 


X 

267 

344 

411 

449 


1 

359 

462 

552 

603 

10-0 

IX 

447 

576 

688 

751 


iX 

531 

683 

816 

892 


IX 

610 

784 

937 

1024 


2 

683 

879 

1050 

1147 






























62 CAMBRIA STEEL. 


TESTS OF FLOOR ARCHES. 

Reports of tests of various forms of floor arches may be found 
in the American Architect , March, 1891, and in the Engineering 
Record for September and October, 1897. 

A paper on this subject, entitled “Tests of Fire-proof Flooring 
Material,” was published in the Transactions of the American 
Society of Civil Engineers , with discussions, in Vols. xxxiv and 
xxxv, dated 1895 and 1896. 

A summary of the principal data and results of the tests which 
were the subject of the latter paper is given in the following table: 


BREAKING LOAD OF HOLLOW TILE ARCHES. 


Depth 

of 

Arch. 

Rise. 

Span. 

Length. 

Total 

Load. 

Load 

per 

Sq. Foot. 

Total 

Hori¬ 

zontal 

Thrust. 

Hori¬ 
zontal 
Thrust 
per Ft. 
of 

Arch. 

BLOCKS. 

Character 

of 

Load. 

Manner 

of 

Laying 

Joints. 

<x> 

£ 

CO 

i 

8 

*cl 

3 

Ins. 

Ins. 

Ins. 

Ins. 

Lbs. 

Lbs. 

Lbs. 

6. 

3.5 

60 

48. 

13750 

688 

29474 

7369 

E 

Hard 

Dis. 

Port. 

7.5 

5. 

46 

11.5 

9000 

2452 

10367 

10818 

« 

« 

U 

N.M. 

7.5 

5. 

60 

35.2 

11250 


33750 

11505 

a 

a 

Cen. 

Port. 

7.5 

5. 

60 

36.5 

13000 


39000 

12822 

u 

Porous 

« 

U 

8. 

7. 

60 

38.25 

14500 


31071 

9747 

u 

a 

U 

U 

8. 

7. 

60 

38.25 

15750 


33750 

10588 

u 

Hard 

U 

a 

12. 

10. 

60 

41. 

16400 


24600 

7200 

a 

U 

« 

a 

12. 

8.75 

60 

10. 

3100 


5314 

6377 

u 

a 

u 

N.M. 

12. 

9. 

60 

10. 

5000 


8333 

10000 

a 

a 

a 

a 

12. 

9. 

60 

10. 

15100 

3630 

12583 

15100 

a 

a 

Dis. 

u 

12. 

9.5 

60 

10. 

2500 


3947 

4736 

a 

a 

Cen. 


8. 

5.5 

46 

11.5 

2500 

681 

2614 

2727 

s 

« 

Dis. 

N.M. 

8. 

5. 

45 

11.5 

1300 

362 

1463 

1526 

a 

a 

U 

a 

8. 

6. 

60 

36. 

10000 


25000 

8333 

a 

a 

Cen. 

Port. 

8. 

5. 

60 

36. 

5700 

380 

8550 

2850 

a 

« 

Dis. 

a 

8. 

5. 

60 

12. 

3500 

700 

5250 

5250 

u 

u 

a 

N.M. 

8. 

5.5 

60 

12. 

10000 

2000 

13636 

13636 

a 

<( 

u 

a 

8. 

5.5 

60 

12. 

2500 


6818 

6818 

u 

u 

Cen. 

a 

8. 

5.5 

60 

24. 

9950 

995 

13568 

6784 

u 

u 

Dis. 

u 

8. 

5.5 

60 

24. 

2500 


6818 

3209 

u 

ft 

Cen. 

a 

10. 

7.5 

60 

36. 

13500 

900 

13500 

4500 

« 

u 

Dis. 

Port. 

10. 

8. 

60 

37. 

14500 

940 

13594 

4408 

u 

u 

(C 



Note. —In the above table the following abbreviations are used: “E, ” 
End Construction; “S,” Side Construction; “Hard,” Hard Clay; “Porous," 
Porous Terra-Cotta; “Dis.,” Distributed Load; “Cen.,” Concentrated Load 
at Center; “Port.,” Portland Cement, and “N. M.,” No Mortar. 

The Loads per Sq. Foot in the above table were obtained in all cases by 
dividing the Total Load by the superficial area of the arch in square feet. 
The Horizontal Thrust for Distributed and Central Loads was obtained 
by formulae similar to those given therefor on the following page, and for 
Central Loads this is double that for a Distributed Load of the same 
weight. 









































CAMBRIA STEEL. 63 


THRUST OF ARCHES. 

The horizontal thrust of segmental floor arches, on the assump¬ 
tion of uniform loading, may be found by the following formula: 

T _ 3WL 2 
2R 


in which 

T = pressure or thrust in pounds per lineal foot of arch. 

W = load on arch in pounds per square foot, uniformly distributed. 
L = span of arch in feet. 

R = rise of segmental arch in inches. 

For a concentrated load at the center, of weight P, the thrust 



For arches with flat tops and bottoms, such as are used in floors, 
the voussoir joints on each side of the central key are usually laid 
out on parallel lines, and in these cases the thrust may be deter¬ 
mined approximately by using for R, in the above formula, the 
effective depth of the arch, which is somewhat less than the 
nominal depth, as indicated on page 65. 

For segmental arches the rise R is the vertical distance from the 
highest part of the intrados to the plane of the springing line. If 
the radius of the intrados for segmental arches is r, the rise may 
be obtained from the following formula: 



conversely, r = ^ + 


JJ 

8R 


TIE RODS. 

Although in the completed structure the horizontal thrusts of 
adjoining arches may counterbalance each other, the tie rods 
should be so proportioned and spaced as to withstand the entire 
thrust of the arches, thus tying the structure together and facili¬ 
tating the construction. 








64 CAMBKIA STEEL. 


SPACING OF TIE RODS FOR TILE ARCHES. 

The table on the next page was computed from the following 
formula, which was obtained from that giving the thrust of 
arches on page 63. 

A X R X 10 000 
WL 2 

in which 

B = spacing of tie rods in feet. 

A = net area of rod in square inches. 

R = rise of arch in inches. 

W = load in pounds per square foot of the arch. 

L = span of arch in feet. 

The above formula gives the spacing of tie rods corresponding 
to a tensile stress in the rods of 15 000 pounds per square inch, 
without considering the flexure of the beams. 

In spacing tie rods, the lateral strength of beams, for flexure due 
to the thrust of the arches, should be taken into consideration, 
explanations for which are given on pages 66 to 69 inclusive. 

Spacings for other loads than that of the table may be found 
by proportion, thus: 

Required spacing = 

100 + weight of arch in pounds per square foot . , , . 

New load in lbs. per sq. ft. + weight of arch in lbs. per sq. ft. X s P acin S trom table - 

Weights of tile arches per square foot are given on page 57. 

As noted under the heading “Lateral Strength of Beams,” on 
pages 70 and 71, care should be taken that the spacing of tie rods 
is not greater than twenty times the least flange width, otherwise 
the safe loads should be reduced to compensate for the strains 
produced by flexure of the upper flange considered as a column 
in compression. 






CAMBRIA STEEL. 65 


SPACING OF TIE RODS FOR TILE ARCHES 

IN FEET. 


For a uniform load of 100 lbs. per square foot in addition to the 
weight of the arch. 


Span of Arch. 

Diameter of 

Tie Rods. 

Nominal Depth of Arch. 

Inches. 

6 

7 

8 

9 

10 

12 

Effective Depth or Rise of Arch. 

Inches. 

Feet. 

Inch. 

3.6 

4.6 

5.6 

6.6 

7.6 

9.6 

3 

5 

8 

6.4 

8.0 

9.5 

10.9 

12.3 

15.0 

U 

3 

4 

9.5 

12.0 

14.2 

16.3 

18.3 

22.4 

a 

7 

8 

13.2 

16.6 

19.8 

22.6 

25.5 

31.1 

4 

5 

8 

3.6 

4.5 

5.4 

6.1 

6.9 

8.4 

a 


5.4 

6.7 

8.0 

9.2 

10.3 

12.6 

u 

7 

8 

7.4 

9.4 

11.1 

12.7 

14.3 

17.5 

5 

5 

8 

2.3 

2.9 

3.4 

3.9 

4.4 

5.4 

a 

3 

4 

3.4 

4.3 

5.1 

5.9 

6.6 

8.0 

u 

7 

8 

4.8 

6.0 

7.1 

8.1 

9.2 

11.2 

6 

5 

8 


2.0 

2.4 

2.7 

3.1 

3.7 

a 

3 

4 


3.0 

3.6 

4.1 

4.6 

5.6 

a 

7 

8 


4.2 

4.9 

5.7 

6.4 

7.8 

7 

5 

g 




2.0 

2.3 

2.8 

a 

3 

4 




3.0 

3.4 

4.1 

u 

7 

8 




4.2 

4.7 

5.7 

8 

5 





1.7 

2.1 

a 

3 





2.6 

3.1 

a 

7 

8 





3.6 

4.4 


Spacings below heavy lines apply to greater spans than are recommended 
for that depth of arch. 









































66 


CAMBRIA STEEL. 


LATERAL STRENGTH OF BEAMS TO RESIST 
FLEXURE DUE TO THRUST OF 
ARCHES, ETC. 

In special cases where the thrust of a floor arch is exerted against 
a beam, channel, angle or other shape without other lateral sup¬ 
port than the tie rods, or braces, this will produce lateral flexure 
and stresses in addition to those caused by the vertical loading. 
Throughout the body of the floor the thrusts of the adjoining 
arches, when completed, will usually counterbalance each other, 
but in the outer beams around shafts or elsewhere, if unsupported 
sideways, the stresses due to the lateral forces should be considered. 

The total allowable stress per square inch for the extreme fibres 
of beams has been placed at 16 000 pounds per square inch, and 
in order that this may not be exceeded owing to lateral stresses, 
the stress due to vertical loading should be correspondingly 
reduced so that the resultant intensity shall not exceed the 
allowable limit. This may be calculated by considering the beam 
as continuous and laterally supported at intervals by the tie rods, 
the spans being equal to the spacing of the rods. 

In this case the fibre stress due to the lateral forces is: 


in which 



wxiB 2 

~V~ 


( 1 ) 


9 


p' = fibre stress in pounds per square inch due to lateral forces, 
w = lateral load or thrust in pounds per lineal foot of section used 
as a beam. 

xi = distance of the extreme fibre from the neutral axis in inches. 
B = distance between tie rods or lateral supports in feet. 

T = moment of inertia about the vertical axis of the section or 
that one at right angles to the line of application of the 
.lateral forces. 

For I-Beams with the web placed vertically, as usual, xi 

becomes equal to —, where b is the width of the flange in inches. 

In this case the above formula for intensity of unit stress due to 
lateral load becomes; 



wbB 2 

ITT 


(2) 







CAMBRIA STEEL. 67 


In order that the total resultant intensity of unit stress shall 
not exceed the allowable limit of 16 000 pounds per square inch, 
the stress due to vertical loading must be reduced by the amount 
of the intensity of stress due to the horizontal thrust of the arch, 
as determined by formula (2). 

If p' represents the intensity of unit stress due to the horizontal 
thrust of the arch, and p the corresponding allowable intensity 
of unit stress due to the vertical loading, then 

* p = 16 000 - p' 

Having thus obtained the reduced vertical stress p, the safe 
vertical load of the tables corresponding to this stress should ac¬ 
cordingly be reduced by multiplying it by the ratio ^q*qqq and 

similarly for other stresses and corresponding loads, thus making 
proper allowance for the additional stresses produced by the 
lateral forces. 

If the reduction of the safe loads on this account is a consider¬ 
able proportion of the original amount due to vertical loading 
only, it would be more economical to provide lateral braces or tie 
rods at shorter intervals, thus avoiding the use of an excessive 
amount of material in the beam. 

As the stresses due to vertical forces for usual cases of loading are 
a maximum at the center of the span it will ordinarily be sufficient 
to space the tie rods or braces at shorter intervals near the center 
in order to allow for the combined stresses due to vertical loading 
and horizontal thrusts. 

The above method of calculation is not exact when considering 
the lateral thrust of arches, or loads from similar materials which 
do not exert a uniform pressure throughout their surfaces of con¬ 
tact with the sustaining beam on account of the friction and bond 
of their component parts, but this analysis of the stresses may 
serve as a guide in designing. 

The above formulae should be used in connection with the 
tables and formula given on pages 70 and 71 relating to the 
lateral strength of beams, due to compression of the upper flange 
figured as a column between points of lateral support. 

* This method of treatment gives approximate results which are on the side 
of safety. . - 

The correct determination can be secured by the use of the section modulus 
polygon. (See Transactions of the American Society of Civil Engineers, 
Vol. LVI, 1906, page 169, et seq.) 






68 


CAMBRIA STEEL. 


Example. 

What is the proper size of I-Beam without other lateral support 
than the usual tie rods, corresponding to a total fibre stress of 
16 000 pounds per square inch under the following conditions? 
The beam is 18 feet between end supports and carries a tile arch 
on one side having a nominal depth of 9 inches, effective depth of 
6.6 inches, a span of 5 feet, designed to carry a superimposed load 
of 75 pounds per square foot in addition to the weight of the arch 
and other floor materials. The hollow tile arch weighs 36 pounds 
per square foot and the other materials, including plastering, 
weigh 14 pounds, making a total load, exclusive of the weight of 
the beam, equal to 125 pounds per square foot. 

For tie rods of f" diameter the spacing between them would be 
5.9 feet, as shown by the table of Spacing of Tie Rods on page 65 
in which the safe stresses in the rods only are considered. 

Substituting the proper values in the formula for lateral thrust 
of arches, given on page 63, this will be 


<t> 3 X 125 X 5 2 < 7 in iu i* i r 

I = — r, „ — = 710 lbs. per lineal foot. 

2 X 6.6 


Substituting this value for w in formula (2) page 66, and assum¬ 
ing a 10" beam 25 lbs. per foot, the moment of inertia of which is 
6.89, as given in the Tables of Properties of I-Beams, page 164, 
we have 


710 X 4.66 X 5.9 2 

2 X 6.89 


8 358 lbs. per sq. in. 


Therefore p = 16 000 — 8 358 = 7 642 lbs. per sq. in. 
Hence the safe load as determined by the consideration of 

vertical loads only, should be reduced to or approximately 

.48 of the amount given by the Tables of Safe Loads in case the 
spacing of the tie rods is not changed. 

The safe vertical load for a 10" beam, weighing 25 lbs. per foot, 
18 feet long between supports, for fibre stress of 16 000 lbs. per 
square inch, is 14 470 lbs. uniformly distributed, including the 
weight of the beam as given in the Tables of Safe Loads, on page 
91, or 14 020 exclusive of the weight of the beam, and .48 of this 
is 6 730 lbs., which is the vertical load it can safely carry in order 
that the total stress due to it and the lateral thrust shall not 
exceed 16 000 lbs. per square inch. 








CAMBRIA STEEL. 


69 


The actual vertical load on the beam under consideration is as 
follows: 

| X 18 X 125 = 5 625 lbs., 

which is less’ than the allowable amount, 6 730 lbs., as figured 
above, so that a smaller beam may suffice. 

Therefore, assume a 9-inch beam, weighing 21 lbs. per foot, the 
moment of inertia of which about an axis coincident with center 
line of web is found in the Table of Properties, on p. 164, to be 5.16. 

In this case 

, 710 X 4.33 X 5.9 2 ^ „ 

p = - 2 x e; iq - = lu 370 lbs. per sq. in. 

Substituting this in the formula for p we have 

p = 16 000 — 10 370 = 5 630 lbs. per sq. in. 

5 630 

Therefore the safe vertical load will be ~ ^ qqq > or approximately 
.35 of the tabular safe load. 

The safe vertical load for a 9" 21 lb. beam, 18 feet long, for a 
fibre stress of 16 000 lbs. per square inch is 11 180 lbs., as given in 
the Table of Safe Loads, on page 91, and .35 of this, after deduct¬ 
ing weight of the beam, is 3 781 lbs., which is less than the actual 
amount, 5 625 lbs., as calculated above, so that the 9" 21 lb. beam 
will not suffice. 

If the spacing of the tie rods at the center be reduced from 5.9 
feet to 3.25 feet, it may be found, in a manner similar to that used 
in the above calculations, that the safe vertical load for an 8" 
I-Beam, weighing 18.0 lbs. per foot, is reduced to .74 of its tabular 
value of 8 430 lbs., or 6 328 lbs., and as this amount is greater than 
the actual load as above, namely, 5 625 lbs., the 8" beam would 
answer the purpose, under the changed conditions as to spacing 
of tie rods. As this beam might deflect beyond the limit for 
plastered ceilings, it should be examined in accordance with the 
rule or formula given for obtaining safe deflections in the explana¬ 
tion of the Tables of Safe Loads, and elsewhere herein. 

Calculating this by the rule given on page 84, the safe load for 
the allowable limit of deflection is 

9 480 X 16 2 


W = 


18 2 


=-- 7 491 lbs., 


which is greater than the actual amount, 5 625 lbs., so that the 8" 
beam is sufficient and proper if the spacing of central tie rods be 
changed to 3.25 feet, as assumed in the last case. 







70 CAMBRIA STEEL. 


LATERAL STRENGTH OF BEAMS, 

WITHOUT LATERAL SUPPORT. 

The Tables of Safe Loads for Cambria I-Beams and Channels 
and Tables of Spacing of Cambria I-Beams-, on pages 88 to 117, 
are calculated on the assumption that proper provision is made 
for preventing lateral deflection by means of tie rods or other 
braces. In order to prevent undue strains in the compression 
flange, considered as a column, the beams should be supported 
laterally at distances not exceeding twenty times the flange width, 
this ratio being determined by the following formula, which 
gives the safe load for solid columns of soft steel: 

18000 

P =-J2 

1 + 3000b 2 

in which 

p = allowable stress in pounds per square inch. 

1 = length between lateral supports in inches, 
b = width of flange in inches. 

Substituting 16 000 for p in the above formula, which is the 
allowable unit stress of the safe load tables, it is found that the 

ratio = 19.37, from which it may be seen that the compression 

flange should be supported laterally at distances not exceeding 
twenty times the flange width as stated above. 

Beams which are not thus supported laterally should not be 
loaded to their full transverse capacity. The allowable fibre 
stresses and proportions of their full loads which they can safely 
carry when laterally supported at various distances is given in 
the following table: 







CAMBRIA STEEL. 71 


REDUCTION IN VALUES OF ALLOWABLE FIBRE 
STRESS AND SAFE LOADS FOR SHAPES 
USED AS BEAMS DUE TO LATERAL 
FLEXURE. 


Ratio of Span 
or Distance 
between 
Lateral 
Supports to 
Flange Width. 

Allowable Unit 
Stress for Direct 
Flexure in 
Eitreme Fibre. 

Proportion 

of 

Tabular 

Safe Load 

to be Used. 

Ratio of Span 
or Distance 
between 
Lateral 
Supports to 
Flange Width. 

Allowable Unit 
Stress for Direct 
Flexure in 
Eitreme Fibre. 

Proportion 

of 

Tabular 

Safe Load 

to be Used. 

1 

b 

P 

1 

b 

P 

19.37 

16000 

1.0 

65 

7474 

.47 

20 

15882 

.99 

70 

6835 

.43 

25 

14897 

.93 

75 

6261 

.39 

30 

13846 

.87 

80 

5745 

.36 

35 

12781 

.80 

85 

5281 

.33 

40 

11739 

.73 

90 

4865 

.30 

45 

10746 

.67 

95 

4491 

.28 

50 

9818 

.61 

100 

4154 

.26 

55 

8963 

.56 

105 

3850 

.24 

60 

8182 

.51 

. 110 

3576 

.22 


The above table should be used in connection with the Tables of 
Safe Loads Uniformly Distributed for Cambria I-Beams and 
Channels, on pages 88 to 105 inclusive, and limits the values found 
therein under the conditions given above. 

Example. 

Required the safe load for a 15-inch standard I-Beam weighing 
42 pounds per foot for a span of 30 feet without lateral supports: 

^ , . 1 30x12 

From the data the ration- = ■■ =-oo. 

D 0*0 

From the above table the proportion of the safe load which the 
beam can safely support under these conditions is .47. From the 
Table of Safe Loads for I-Beams, page 93, the safe load for this 
beam when properly supported laterally is 20 940 pounds, which 
multiplied by .47 gives 9 842 pounds as the safe load uniformly 
distributed under the conditions given, including the weight of 
the beam, or 8 582 pounds superimposed load. 























72 


CAMBRIA STEEL. 


APPROXIMATE WEIGHTS OF VARIOUS 
ROOF COVERINGS. 

In Pounds per Square Foot. 


Copper Sheeting, B. W. G. No. 22. 

Corrugated Iron, B. W. G. Nos. 26 to 16. 

Felt, two Layers. 

Felt and Asphalt.. 

Felt and Gravel, 34 inch thick. 

Galvanized Iron, B. W. G. Nos. 26 to 16. 

Lath and Plaster Ceiling, Ordinary. t 

Sheathing, 1 inch thick, Hemlock. 

“ “ “ White Pine or Spruce. 

“ “ “ Yellow Pine. 

Shingles, 16 inch, laid 534 inch to weather. 

Skylight Glass, n to ^ inch thick. 

Slates, x /% to re inch thick, 3 inch double lap. 

Slag Roofing, 4-ply, with cement and sand. 

Tiles. See Page 57. 

Tin.. 

Zinc, B. W. G. No. 20. 


1M 

1-334 

34 


2 

634 


1-3 

6-8 

2 

234 

4 

2 


234-7 

4-7 

4 

8-20 


M-l 

134 


APPROXIMATE WEIGHT OF ROOFS INCLUDING FRAMING: 


Corrugated Sheets. 8-10 

Shingle. 6-10 

Slate..12-15 

Tar and Gravel.10-12 

Tin. 6-8 

Tile.20-30 

If roof is plastered underneath, add to values given above. 6 


Weight of Roof Truss with span of 75 feet or less. 5 

Snow Load—25 lbs. per horizontal square foot of roof for all slopes 
up to 20°, reduced 1 lb. for each degree of slope in excess of 20°. 

No snow load to be considered for slope of 45° or more. 


WIND PRESSURE ON ROOFS. 


Based on 20 Lbs. per Sq. Ft. on a Vertical Plane. 

1.84 cos a — 1. 

Formula. —Normal Pressure per sq. ft. = P sin a 


Pitch 

of 

Roof. 

Angle of Slope (a) 
with Horizontal. 

Rise of Roof per Foot. 

Normal Wind Pressure. 

Degrees. 

Minutes. 

Inches. 

Pounds per Sq. Ft. 

l 

6 

18 

- 25 

4 

8.4 

1 

4 

26 

- 33 

6 

11.9 

1 

3 

33 

- 41 

8 

14.6 

1 

2 

45 

- 0 

12 

18.1 

2 

3 

53 

- 7 

16 

19.4 

3 

4 

56 

- 20 

18 

19.7 

1 

63 

- 27 

24 

20.0 
















































CAMBRIA STEEL. 73 


FIREPROOFING—REINFORCED CONCRETE. 

The actual fire tests of reinforced concrete have been limited, 
but experience, together with the results of tests so far made, 
indicates that concrete may be safely used for fireproofing pur¬ 
poses. It is in itself incombustible and proof against ordinary 
fire when composed of the best materials properly mixed, applied 
and anchored in place. For a fireproof filling or deadening layer 
in floors, these same materials without reinforcement may be 
used or clean hard burned cinders may be substituted for this pur¬ 
pose. The low rate of heat conductivity is one reason of its 
value for fireproofing and the concrete actually affected by fire, 
remains in position and affords protection to the concrete be¬ 
neath it. The thickness of protective coating required, depends 
upon the probable duration of a fire, which is likely to occur in 
the structure. However, for ordinary conditions, it is recom¬ 
mended, as a general rule, that the metal in girders and col¬ 
umns be protected by a minimum of 2 inches, beams 1| inches, 
and floor slabs, the different minimum values, as indicated in the 
accompanying table. 

A properly designed combination of protected steel framework 
with reinforced concrete floor slabs, if well executed is particu¬ 
larly safe and effective in fireproof building construction, and 
the use of concrete and steel in the floor slab is especially advan¬ 
tageous, affording both strength and rigidity. 

In reinforced concrete design, the following assumptions are 
recommended and considers 1 by almost all authorities, and are, 
therefore, used as the basis for the formulae and tables of pages 
74 and 75, but it must be noted that all these ideal conditions 
cannot be had in practice and if possible allowance should be 
made accordingly. 

(1) Calculations should be made with reference to working 
stresses and safe loads, rather than to ultimate strengths and 
ultimate loads. 

(2) A section, plane before bending remains plane after bending. 

(3) The modulus of concrete in compression within the usual 
limits of working stresses is constant. The distribution of com¬ 
pressive forces in slabs is therefore rectilinear. 

(4) The tensile stresses in the concrete shall be neglected in 
calculating the reinforced slab resistance. 

(5) Perfect adhesion between concrete and reinforcement is 
assumed. 

(6) Initial stresses in the reinforcement due to contraction 
or expansion in the concrete may be neglected. 

These above assumptions, while not entirely borne out by 
experimental data, are recommended and used by various 
authorities on this subject in the interest of simplicity and 
uniformity. 




74 


CAMBRIA STEEL. 


REINFORCED CONCRETE FLOOR SLABS. 


k-c-*! 


k—12—^! 




w= Total weight in lbs. per sq. ft. including slab weight. 

L = Span in feet c. to c. of beam supports. 

M = Bending Moment for 12" width of slab (inch pounds). 
Ec = Modulus of Elasticity for concrete. 

Es = .steel. 

r = Ratio. Es 4- Ec. 

C = Extreme fibre stress of concrete in compression. 

S = “ ’* “ “ steel in tension. 

K = Constant for a given steel and concrete, 
d = Effective depth of slab in inches, 
p = Ratio of steel area to effective slab area, 
x = Distance, Top of slab to Neutral Axis 4- d. 
j = “ between centers of stress 4- d. 

V = Maximum Shear, 12" width of slab, 
v = Unit shear, 
u = Unit bond stress. 

2o = Sum of perimeters of bars (in 12" width of slab). 


FORMULAS. 

M = 1.5 wL 2 —for slabs freely supported. 

“ continuous over supports. 


= 1.2 wL 2 — “ 
C 2 r 


P = 


2 S (Cr + S) 

_ §p /2Cr + 3S\ 
K 3 \ Cr + S / 


- rp ( A / 1 + A_ 1 ) 




-V 


M 

12 K 
V 


Steel Area (12" width of slab) = 12 dp 


V = 1 2 jd ^ n0t t0 exceed 00 lbs - for stone or 25 lbs. for cinder concrete). 

V 

u = ^ n0t t0 exceed 60 lbs - ^ or stone or 30 lbs. for cinder concrete). 

For Square and Round Bars, refer to pages 409-415. 

Note— Best practice indicates that Spans of Floor Slabs should not ex¬ 
ceed seven feet between steel beams or steel girders. Generally speaking 
the span should in no case exceed 10 feet for ordinary work. 

























CAMBRIA STEEL. 75 


REINFORCED CONCRETE FLOOR SLABS. 

Values deduced from formulae, page 74, using unit stresses based 

on modern safe practice. 


Concrete. 

Weight 
per cu. ft. 
Pounds. 

C 

s 

r= 

E 3 -rE 0 

p 

K 

X 

j 

Stone. 

1:2:4. 

150 

500 

16000 

15 

.0050 

71.5 

.320 

.893 

Cinder. 

1:2:4. 

110 

185 

16000 

30 

.0015 

21.8 

.258 

.914 


THICKNESS 

OF CONCRETE BELOW STEEL. 


Depth of Slab “d” (inches). 

2^ 

to 

4 

Ai 

^2 

to 

81 

9 

to 

12 

13 

to 

18 

19 

to 

20 

Above 

20 

Thickness of Concrete below 
Lower Surface of Steel Rods 
(inches). 

3 

4 

1 

11 

1 4 

1 1 
a 2 

U 

2 


SPACING OF REINFORCING BARS. 

The lateral spacing of parallel bars should not be less than two and one-half 
diameters, center to center, nor greater than 2 l A X thickness of slab; nor 
should the distance from edge of slab to center of nearest bar be less than one 
and one-half diameters. The clear spacing between two layers of bars should 
not be less than one-half inch. 

Cross reinforcement of steel rods of small diameter (M") laid parallel to 
the principal beams upon which the slab rests, should be used to prevent 
shrinkage and temperature cracks and to give added strength. They should 
be spaced about two feet, center to center. 

DISTRIBUTION OF LOAD FOR SLABS OF FOUR SIDES SUPPORT. 

Where length of slab exceeds 1.5 width, the entire load should be carried 
by transverse reinforcement. Slabs of smaller ratio of dimension may well 
be reinforced in both directions. Distribution of the load may be determined 
by use of the formula 

l 4 

r ” l 4 + b 4 

in which r = proportion of load carried by transverse reinforcement, 1 = 
length and b = breadth of slab. 

Using values thus determined, each set of reinforcement is to be calculated 
as in slabs having two supports only. 

Note. —In all cases of two-way reinforcement, intersections of rods should 
be securely tied with heavy wire. 

















































76 CAMBRIA STEEL. 


LIMITING SPANS AND MAXIMUM LOADS OF 
I-BEAMS AND CHANNELS DUE TO 
CRIPPLING OF THE WEB. 

I-Beams and Channels, when used as beams for very short spans 
in which the ratio of length of span to depth of beam is small, 
should be examined for safe strength of the web considered as a 
column, subjected to crippling due to the shearing strains. 

The Tables of Safe Loads of Beams and Channels are computed 
with regard to the safe unit stresses due to flexure, and, with one 
or two exceptions, as indicated by dotted lines and accompanying 
foot-notes, the lengths of spans tabulated are such that the limita¬ 
tion due to web crippling does not appear. The shearing stresses 
acting in the web of a beam may be considered to consist of two 
stresses of equal intensity acting at right angles to each other, and 
at angles of 45 degrees with the neutral axis. The intensity of each 
of these stresses is equal to the intensity of the vertical shear, 
which is a maximum at the points of support for uniform loading, 
and uniform throughout from the point of loading to the supports 
for a superimposed concentrated load at the center. 

The vertical shears for different systems of loading may be ob¬ 
tained by the use of moments in the usual way, and these are 
given for various cases on pages 144 to 147 inclusive. 

The shearing stresses which act at angles of 45 degrees with 
the neutral axis are equivalent to compressive and tensile forces, 
and the former will tend to buckle the web, which should there¬ 
fore be figured as composed of a series of columns of a length 
equal to its diagonal depth. 





CAMBRIA STEEL. 


77 


If c is the vertical depth of the web in the clear between the 
fillets which connect it with the flanges, the square of the length 
of the column to be considered will be 2c 2 . 

Substituting this value for l 2 in the formula for long columns 

12000 
P — p 

1 + 3o6oT 2 

we have 


P 


12000 

q? 

l d—-— 

15001 2 


in which 


p = intensity of vertical shear, in pounds per square inch = 

Total shear in pounds 
dt. 

c = depth of web in clear between fillets in inches, 
t = thickness of web in inches, 
d = depth of beam in inches. 

This formula is also applicable for computing the safe shearing 
stress in the webs of plate girders, in which case the length, 1, is the 
vertical distance between centers of upper and lower rows of 
rivet holes connecting the webs and flanges. 

The webs of plate girders should be reinforced by stiffening 
angles at points of support and concentrated loading, and in 
cases where the intensity of shear exceeds that given by the above 
formula the web should be provided with stiffeners. 

The following tables have been prepared based upon the above 
formula for safe unit shearing stress in the webs of beams and 
channels. 









78 CAMBRIA STEEL. 


MAXIMUM SAFE LOADS FOR I-BEAMS OF ANY 
LENGTH AND CORRESPONDING MINIMUM 
SAFE SPANS BASED UPON CRIPPLING 
OF THE WEB. 


For loads in pounds uniformly distributed including weight of 
beam. 



Depth 

Weight 

Maximum 

Mini- 


Depth 

Weight 

Maximum 

Mini- 

Section 

of 

per 

Safe 

mum 

Section 

of 

per 

Safe 

mum 

Hum- 

Beam. 

Foot. 

Load. 

Span. 

Num- 

Beam. 

Foot. 

Load. 

Span. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

B 5 

3 

5.5 

10900 

1.7 

B 53 

15 

42 

86530 

7.3 



6.5 

17790 

1.1 



45 

106100 

6.2 



7.5 

25230 

.9 



50 

146260 

4.8 

B 9 

4 

7.5 

8.5 

15330 

22670 

2.1 

1.6 



55 

60 

186740 

222970 

4.0 

3.6 



9.5 

30820 

1.2 

B109 

15 

60 

160940 

5.5 



10.5 

37820 

1.1 



65 

201330 

4.6 

B 13 

5 

9.75 

12.25 

14.75 

20050 

39730 

57400 

2.6 

1.5 

1.2 



70 

75 

80 

237380 

276990 

316160 

4.1 

3.7 

3.4 

B 17 

6 

12.25 
14.75 

17.25 

25130 

44320 

62890 

3.1 

2.0 

1.6 

B113 

15 

80 

85 

90 

95 

247900 

287290 

322350 

361780 

4.6 
4.2 
3.9 

3.6 

B 21 

7 

15 

30510 

3.7 



100 

399220 

3.4 



17.5 

20 

49320 

69540 

2.5 

1.9 

B 65 

18 

55 

60 

109040 

155580 

8.8 

6.6 

B 25 

8 

18 

36310 

4.2 



65 

194040 

5.5 



20.25 

53560 

3.1 



70 

232870 

4.9 



22.75 

72760 

2.4 




129150 




25.25 

91590 

2.1 

B 73 

20 

65 

9.6 

B 29 

9 

21 

4.8 



70 

169980 

7.3 

42450 



75 

206910 

6.7 



25 

71530 

3.1 





30 

109620 

2.3 

B121 

20 

80 

182710 

8.7 



35 

146670 

1.9 



85 

214600 

7.7 

B 33 

10 

25 

30 

35 

48960 

86630 

126460 

5.4 

3.4 
2.6 



90 

95 

100 

257610 

295400 

333150 

6.6 

6.0 

5.5 



40 

165320 

2.2 

B 89 

24 

80 

127540 

14.7 

B 41 

12 

31.5 

62890 

6.2 



85 

166820 

11.8 



35 

91730 

4.5 



90 

202450 

10.1 



40 

130540 

3.5 



95 

239330 

8.8 

B105 

12 

40 

99380 

4.9 



100 

277070 

7.9 



45 

138110 

3.8 

B127 

24 

105 

203800 

12.3 



50 

176250 

3.2 



110 

243290 

10.6 



55 

213760 

2.8 



115 

281900 

9.4 































CAMBRIA STEEL. 79 


MAXIMUM SAFE LOADS FOR STANDARD CHAN¬ 
NELS OF ANY LENGTH AND CORRESPOND¬ 
ING MINIMUM SAFE SPANS BASED 
UPON CRIPPLING OF THE WEB. 

For loads in pounds uniformly distributed including weight of 
channel. 



Depth 

Weight 

Maximum 

Mini- 


Depth 

Weight 

Maximum 

Mini- 

Section 

of 

per 

Safe 

mum 

Section 

of 

per 

Safe 

mum 

Num- 

Channel 

Foot. 

Load. 

Span. 

Num- 

Channel 

Foot. 

Load. 

Span. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

C 5 

3 

4 

10970 

1.1 

C 25 

8 

18.75 

83150 

1.5 



5 

17830 

0.8 



21.25 

101800 

1.3 



6 

25260 

.6 











C29 

9 

13.25 

28120 

4.0 

C 9 

4 

5.25 

14300 

1.4 



15 

42250 

2.9 



6.25 

21660 

1.1 



20 

80980 

1.8 



7.25 

29830 

.9 



25 

118810 

1.4 

C13 

5 

6.5 

17390 

1.6 

C 33 

10 

15 

30570 

4.7 



9 

35900 

1.1 



20 

67420 

2.6 



11.5 

54920 

.9 



25 

107670 

1.9 








30 

147010 

1.6 

C17 

6 

8 

20280 

2.3 



35 

182940 

1.4 



10.5 

39580 

1.4 








13 

58300 

1.1 

C41 

12 

20.5 

41390 

5.5 



15.5 

76540 

1.0 



25 

75440 

3.5 








30 

114230 

2.6 

C21 

7 

9.75 

22950 

2.8 



35 

156000 

2.1 


12.25 

43660 

1.7 



40 

193920 

1.9 



14.75 

62200 

1.4 








17.25 

82110 

1.2 

C53 

15 

33 

83430 

5.4 



19.75 

99880 

1.1 



35 

95070 

4.9 







40 

130940 

4.3 

C25 

8 

11.25 

25560 

3.4 



45 

171400 

3.2 

13.75 

44800 

2.2 



50 

211750 

2.8 



16.25 

64140 

1.7 



55 

251710 

2.5 
































80 CAMBRIA STEEL. 


COEFFICIENTS FOR DEFLECTION IN INCHES FOR 
CAMBRIA SHAPES, USED AS BEAMS SUBJECTED 
TO SAFE LOADS UNIFORMLY DISTRIBUTED. 


Distance 
between 
Supports 
in Feet. 

Coefficient for 
Fibre Stress of 
16 000 lbs. per 
Square Inch. 

Coefficient for 
Fibre Stress of 
12500 lbs. per 
Square Incn. 

Distance 
between 
Supports 
in Feet. 

Coefficient for 
Fibre Stress of 
16 000 lbs. per 
Square Incn. 

Coefficient for 
Fibre Stress of 
12500 lbs. per 
Square Inch. 

L 

H 

H' 

L 

H 

H' 

4 

.265 

.207 

23 

8.756 

6.841 

5 

.414 

.323 

24 

9.534 

7.448 

6 

.596 

.466 

25 

10.345 

8.082 

7 

.811 

.634 

26 

11.189 

8.741 

8 

1.059 

.828 

27 

12.066 

9.427 

9 

1.341 

1.047 

28 

12.977 

10.138 

10 

1.655 

1.293 

29 

13.920 

10.875 

11 

2.003 

1.565 

30 

14.897 

. 11.638 

12 

2.383 

1.862 

31 

15.906 

12.427 

13 

2.797 

2.185 

32 

16.949 

13.241 

14 

3.244 

2.534 

33 

18.025 

14.082 

15 

3.724 

2.909 

34 

19.134 

14.948 

16 

4.237 

3.310 

35 

20.276 

15.841 

17 

4.783 

3.737 

36 

21.451 

16.759 

18 

5.363 

4.190 

37 

22.659 

17.703 

19 

5.975 

4.668 

38 

23.901 

18.672 

20 

6.621 

5.172 

39 

25.175 

19.668 

21 

7.299 

5.703 

40 

26.483 

20.690 

22 

8.011 

6.259 





The above coefficients are for use in obtaining the deflection of steel 
shapes subjected to transverse strain, under their uniformly distributed 
safe loads for extreme fibre stresses of 16 000 pounds and 12 500 pounds 
per square inch; the modulus of elasticity being 29 000 000. 

To find the deflection of any shape that is symmetrical about its 
neutral axis under the above conditions of loading when used as a 
beam, such as I-Beams, Channels, etc., divide the coefficient in the 
table corresponding to the given span and fibre stress, by the depth of 
the beam in inches. The result will be the deflection in inches. 

To find the deflection of any shape that is unsymmetrical about its 
neutral axis when used as a beam, under the above conditions of load¬ 
ing, such as Angles, etc., divide the coefficient in the table correspond¬ 
ing to the given span and fibre stress by twice the distance of the 
most remote fibre from the neutral axis, expressed in inches. 

If, in construction, the beam is placed in position in the usual manner 
upon its end supports without special scaffolding or falsework between 
them, it will deflect somewhat by reason of its own weight, and upon 
the addition of external loading a further deflection will occur. 

The deflections obtained as above described are the total deflections 
due to the weight of the beam itself and the superimposed safe load 
uniformly distributed. 


























CAMBRIA STEEL. 


81 


Thus, to find, from the preceding table, the deflection in inches for 
Cambria shapes used as Beams under their safe loads uniformly dis¬ 
tributed including the weight of the beam : 

Let D = deflection in inches. 

L = length between supports in feet. 

H = coefficient for deflection from table for fibre stress of 16 000 
pounds per square inch. 

H' = coefficient for deflection from table for fibre stress of 12 500 
pounds per square inch. 

d = depth of beam in inches for symmetrical sections. 

x i = distances in inches from neutral axis to most remote fibre 
for unsymmetrical sections. 


For Symmetrical Sections. 

For fibre stress of 16 000 pounds per square inch D 

For fibre stress of 12 500 pounds per square inch D 

For Unsymmetrical Sections. 
For fibre stress of 16 000 pounds per square inch D 

For fibre stress of 12 500 pounds per square inch D 

Examples. 


H 

1 

H' 

d~ 

H 

2 ^; 

w 

2x x 


Case I .—To find the deflection of a 9'' I-Beam weighing 30 pounds 
per foot, for a span of 15 feet and a maximum fibre stress of 16 000 
pounds per square inch, under its safe load uniformly distributed. 

From the above table the deflection coefficient for this case is found 
to be 3.724 which divided by 9, the depth of the beam in inches, gives 
.414, which is the required deflection in inches. 

The safe load for this beam under the conditions named is 16 100 
pounds including the weight of the beam itself as stated in the Tables 
of Safe Loads for Cambria I-Beams on page 91. 

Case II .—To find the deflection of a 6 ;/ X 4" X angle, sup¬ 
ported at the ends on its short leg as a horizontal base, for a span of 9 
feet and a maximum fibre stress of 16 000 pounds per square inch under 
its safe load uniformly distributed including its own weight. 

From the table of “ Properties of Angles ” on page 183 the distance 
x' from the neutral axis to the back of the shorter leg is found to be 
1.99 inches, which subtracted from the length of long leg, 6 inches, 
gives 4.01 as the distance x x from the neutral axis to the most remote 
fibre. From the above table the deflection coefficient for this case is 
found to be 1.341, which divided by 8.02, twice x x , gives .167, which 
is the required deflection in inches. 

Note. —For deflections of Beams and Channels due to any central or 
uniform load see coefficients of deflection N and N' in the Tables of Properties 
relating to these sections and the accompanying explanations. 

For deflections of any symmetrical beams due to various systems of loading, 
see general formulae and diagrams on pages 142 to 147 inclusive. 




82 CAMBRIA STEEL. 


TABLES OF SAFE LOADS FOR CAMBRIA SEC¬ 
TIONS USED AS BEAMS, AND SPACING 
FOR CAMBRIA I-BEAMS. 

Pages 88 to 141 inclusive. 

TABLES OF SAFE LOADS AND SPACINGS. 

The Tables of Safe Loads for Cambria I-Beams, Channels, and 
Angles, give the safe loads in pounds uniformly distributed for 
all usual spans based upon extreme fibre stresses of 16 000 pounds 
per square inch. 

These loads include the weight of the steel shape itself, which 
should be deducted in order to obtain the external load that it 
will safely carry. In case the shape is used to support a floor, 
the weight of the steel, together with that of the other portions 
of the floor construction, must be deducted in order to obtain the 
net live load which can be safely sustained. Weights of hollow 
tile floor arches and fireproofing material are given on page 57. 
to which should be added the weight of plastering, filling on top 
of arches and the weight of the material forming the surface of the 
floor, in order to obtain the dead load of materials in figuring 
fireproof floors, in addition to the weight of the steel. 

A table of superimposed loads per square foot, exclusive of the 
weights of materials, in accordance with the usual practice for 
different classes of buildings, is given on p. 42. 

The Tables of Safe Loads for Cambria sections used as beams 
and the Tables for Spacing of Cambria I-Beams are calculated on 
the assumption that proper provision has been made for prevent¬ 
ing lateral deflection by means of tie-rods or other braces spaced 
at suitable distances apart; which for beams and channels should 
not exceed twenty times the flange width. In cases where inter¬ 
mediate lateral support is not provided, the safe loads shown in 
the tables must be reduced, and for beams and channels the 





• CAMBRIA STEEL. 83 

amount of this reduction can de determined by reference to the 
explanations and tables therefor on pages 70 and 71, 

The thrust of floor arches, which is considerable, particularly in 
the case of long spans or distances between tie-rods, should be 
taken into account where it tends to produce lateral flexure of the 
floor beams. 

Explanations of this and a formula for reducing the unit stresses 
from vertical loading, on account of the additional stresses caused 
by horizontal forces, are given on pages 66 to 69 inclusive. 

In some instances the allowable deflection will govern the 
design rather than the transverse strength, as in the case of beams 
carrying plastered ceilings, in which the deflection should be 
limited to ^ inch per foot of span, or of the distance between 
supports in order to avoid cracking the plaster. 

This limit of deflection is indicated in the tables by full hori¬ 
zontal lines, the figures below which correspond to loads or 
spacings for the given spans that will produce greater deflections 
than the allowable limit for plastered ceilings. 

The deflection limits of the Tables of Safe Loads have been 

4 

calculated for the total loads, including the weight of the section 
used as a beam. The superimposed live load will not produce all 
of this deflection, and therefore the deflection limit of the tables 
includes an element of safety for the reason that the beams will 
be deflected, after being put in place, by their own weight and that 
of the floor materials before the plastering is applied. 

In cases where the deflection limits the use of the beam for che 
safe loads corresponding to the fibre stresses of the tables, the 
beam may be used with a less load such as to produce only the 
allowable deflection. The lesser load corresponding to the limit 
of deflection may be obtained for any span from the Table of 
Safe Loads as follows: 

W = — s --*- 2 

Lt 2 






84 CAMBRIA STEEL, 

in which 

W = safe load in pounds for the limit of deflection for plastered 
ceilings = of the span. 

W s = safe load of tables next above the line giving the limit of 
deflection. 

L = length of span in feet corresponding to W s from the table 
Li = length of span for the case under consideration. 

This may also be expressed by the following— 

Rule. 

Multiply the safe load next above the heavy line of the tables by 
the square of the corresponding span in feet and divide the product 
by the square of the required span. The result will be the required 
load corresponding to the limit of allowable deflection for plastered 
ceilings. 

A Table of Deflections for Cambria shapes used as beams, sub¬ 
jected to their safe loads uniformly distributed, and accompanying 
explanations with examples, are given on pages 80 and 81. 

TABLES OF SAFE LOADS FOR I-BEAMS AND CHANNELS. 

Tables of Safe Loads for all sizes and weights of Cambria 
I-Beams and channels for the usual spans, expressed in feet, are 
given on pages 88 to 105 inclusive. 

TABLES FOR SPACING OF CAMBRIA I-BEAMS. 

Tables for Spacing of Cambria I-Beams for a total load of 100 
pounds per square foot including the weight of the beam, corre¬ 
sponding to spans from 4 to 36 feet, are given on pages 106 to 117 
inclusive. 

For any given size of beam the spacing or distances from centers 
to centers for different intensities of loading varies inversely as 
the load, so that the spacing for any intensity of loading may be 
found from the tabular spacing by proportion as stated in the 
notes at the foot of the tables. 




CAMBRIA STEEL. 85 


TABLES OF SAFE LOADS FOR ANGLES. 

Tables of uniformly distributed safe loads for the usual sizes of 
angles, are given on pages 120 to 141. In these tables the safe 
loads for equal leg angles are given on the assumption that one 
of the legs of the angle is horizontal and the other leg vertical. 
In the case of angles with unequal legs the safe loads are given 
for both positions, that is, with the long leg vertical and with the 
short leg vertical. 

EXAMPLES OF APPLICATION OF TABLES OF 
SAFE LOADS AND TABLES OF SPACING. 

Example I. 

What is the proper size of beam with a clear span ol 24 feet to 
carry a superimposed load of 30 000 pounds uniformly distributed, 
the deflection to be such as not to crack a plastered ceiling? 

From the Tables of Safe Loads for Cambria I-Beams, page 93, 
it is found that a 15-inch standard beam of this length, weighing 
60 pounds per foot, will carry a gross load of 31 910 pounds, and 
the weight of the beam itself is 60 X 24 = 1440 pounds. Thus 
the net load may be 30 470 pounds, so that this is the proper size 
for the conditions named, as its deflection is within the allowable 
limit, which is shown to be at a span of 30 feet as indicated by the 
horizontal line on the table. 

Similarly it may be found from page 94, that a 15-inch special 
beam, of 60 pounds per foot, will more than suffice, but as this 
section is not regularly kept in stock the standard 15-inch 60- 
pound beam should be ordered if prompt delivery is wanted. 

It may also be found from page 96, that an 18-inch 55-pound 
beam will amply suffice, and as this is both stiffer and lighter than 
the 15-inch 60-pound beams, it could be used with economy if 
otherwise suitable for the location. 

Example II. 

What is the safe load for an 8-inch standard I-Beam weighing 
18.0 pounds per foot for a span of 20 feet, the deflection to be such 
as not to crack a plastered ceiling? 







86 


CAMBRIA STEEL. 


From the Tables of Safe Loads, page 90, it is found that the 
safe load for the beam in question is 7 580 pounds, but this value 
is below the line which indicates the span corresponding to the 
allowable limit of deflection. 

Substituting the proper values in the formula for obtaining the 
reduced load corresponding to the allowable deflection, as given 
on page 83, we have 

W s X L 2 9 480 X 16 2 j 

W = —j-j— =- 202 -= 6 067 pounds. 

which is the safe load required. 

Example III. 

Required the best arrangement of beams for the floor system of 
a building 40 feet wide x 88 feet deep to safely support a live 
load of 100 pounds per square foot, using 10-inch tile arches 
resting on 12-inch I-Beams. 

The weight of the floor materials will be about 50 pounds per 
square foot, allowing 39 pounds for the arch and 11 pounds for 
the other materials, or a total load of 150 pounds per square foot 
to be carried by the beams. 

From the Table of Spacing for I-Beams for a uniform load of 
100 pounds per square foot, page 110, it is seen that 12 r/ standard 
I-Beams weighing 31| pounds per foot and spaced 9.6 feet apart 
from center to center can be used with a span of 20 feet, and for a 
load of 150 pounds per square foot the spacing will be 


9.6 X 100 
150 


= 6.4 feet. 


This will require one row of interior columns lengthwise of 
building. 

To support the beams at the center of the building will require 
a line of girder beams resting on the columns. Assume the 
columns 22 feet apart, thus dividing the building into 8 bays, 
four on each side of the center. 


The load on each girder will be 


40 

2 


X 22 X 150 = 66 000 pounds. 










CAMBKIA STEEL. 87 

From the Table of Safe Loads, page 93, it is found that this will 
require two 15-inch standard I-Beams, each weighing 60 pounds 
per foot. 

On account of the advisability of spacing the floor beams equally, 
the arrangement outlined above would reduce their distances to 
22 

— 5.5 feet center to center, so that 10-inch I-Beams, weighing 

40 pounds per foot, might be used for the body of the floor, as may 
be determined by referring to the Table of Spacings of Cambria 
I-Beams, page 109, and calculating as before, with the result that 
the allowable spacing for these conditions is found to be 5.7 feet. 
The 10-inch 40-pound beam under these conditions, will, how¬ 
ever, deflect almost to the allowable limit for plastered ceilings, 
besides, they are heavier than the 12-inch 31.5-pound beams 
first considered, so that the latter will be the stiffer and more 
economical. 

Although the load on the girder is not uniformly distributed, 
but concentrated at three points between the supports, the bend¬ 
ing moment in this case will be the same as if the load were figured 
to be distributed uniformly, and for similar cases with different 
spacings the moments would be very nearly identical. 

TABLES OF MAXIMUM BENDING MOMENTS. 

The Tables of Maximum Bending Moments for beams and 
channels given on pages 118 and 119 are useful in determining the 
proper section required to support one or more irregularly located 
concentrated loads or various arrangements of loads to which the 
tables of safe loads uniformly distributed will not apply. 

The method used consists in computing the maximum bending 
moment in foot pounds resulting from the specified loading, the 
proper section corresponding to a fibre stress of 16 000 or 12 500 
lbs. per square inch, being taken directly from the tables without 
further computation. 










88 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


STANDARD I-BEAMS. 


Distance 


between 

supports 

3 Inch No. B 5. 

4 Inch No. B 9 


in feet. 

5.5 

6.5 

7.5 

7.5 

8.5 

9.5 

10.5 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

4410 

4780 

5180 

7950 

8470 

9000 

9520 

5 

3530 

3830 

4140 

6360 

6780 

7200 

7610 

6 

2940 

3190 

3450 

5300 

5650 

6000 

6350 

7 

2520 

2730 

2960 

4540 

4840 

5140 

5440 

8 

2210 

2390 

2590 

3980 

4240 

4500 

4760 

9 

1960 

2130 

2300 

3530 

3770 

4000 

4230 

10 

1770 

1910 

2070 

3180 

3390 

3600 

3810 

11 

1600 

1740 

1880 

2890 

3080 

3270 

3460 

12 

1470 

1590 

1730 

2650 

2820 

3000 

3170 

13 

1360 

1470 

1590 

2450 

2610 

2770 

2930 

14 

1260 

1370 

1480 

2270 

2420 

2570 

2720 

15 

1180 

1280 

1380 

2120 

2260 

2400 

2540 

16 

1100 

1200 

1290 

1990 

2120 

2250 

2380 

17 

1040 

1130 

1220 

1870 

1990 

2120 

2240 

18 

980 

1060 

1150 

1770 

1880 

2000 

2120 

19 

930 

1010 

1090 

1670 

1780 

1890 

2000 

20 

880 

960 

1040 

1590 

1690 

1800 

1900 

21 

840 

910 

990 

1510 

1610 

1710 

1810 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = ^ span. 




































CAMBRIA STEEL. 89 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 


STANDARD 

I-BEAMS. 


between 

5 Inch No. B 13. 

6 Inch No. B 17. 

supports 







in feet. 

9.75 

12.25 

14.75 

12.25 

14.75 

17.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

12900 

14520 

16160 

19370 

21320 

23280 

5 

10320 

11620 

12930 

15490 

17050 

18620 

6 

8600 

9680 

10770 

12910 

14210 

15520 

7 

7370 

8300 

9230 

11070 

12180 

13300 

8 

6450 

7260 

8080 

9680 

10660 

11640 

9 

5730 

6460 

7180 

8610 

9470 

10350 

10 

5160 

5810 

6460 

7750 

8530 

9310 

11 

4690 

5280 

5880 

7040 

7750 

8460 

12 

4300 

4840 

5390 

6460 

7110 

7760 

13 

3970 

4470 

4970 

5960 

6560 

7160 

14 

3680 

4150 

4620 

5530 

6090 

6650 

15 

3440 

3870 

4310 

5160 

5680 

6210 

16 

3220 

3630 

4040 

4840 

5330 

5820 

17 

3030 

3420 

3800 

4560 

5020 

5480 

18 

2870 

3230 

3590 

4300 

4740 

5170 

19 

2720 

3060 

3400 

4080 

4490 

4900 

20 

2580 

2900 

3230 

3870 

4260 

4660 

21 

2460 

2770 

3080 

3690 

4060 

4430 

22 

2340 

2640 

2940 

3520 

3880 

4230 

23 

2240 

2530 

2810 

3370 

3710 

4050 

24 

2150 

2420 

2690 

3230 

3550 

3880 

25 

2060 

2320 

2590 

3100 

3410 

3720 

26 

1980 

2230 

2490 

2980 

3280 

3580 

27 

1910 

2150 

2390 

2870 

3160 

3450 

28 

• 



2770 

3050 

3330 

29 

.... 

.... 

.... 

2670 

2940 

3210 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = slu span. 

































90 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 


STANDARD I-BEAMS. 


between 

7 Inch No. B 21. 

8 Inch No. B 25. 

supports 

in feet. 

15 

17.5 

20 

18.00 

20.25 

22.75 

25.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

27600 

29850 

32140 

37920 

40130 

42740 

45360 

5 

22080 

23880 

25710 

30330 

32100 

34190 

36290 

6 

18400 

19900 

21430 

25280 

26750 

28500 

30240 

7 

15770 

17060 

18370 

21670 

22930 

24420 

25920 

8 

13800 

14930 

16070 

18960 

20060 

21370 

22680 

9 

12270 

13270 

14280 

16850 

17830 

19000 

20160 

10 

11040 

11940 

12860 

15170 

16050 

17100 

18140 

11 

10040 

10860 

11690 

13790 

* 14590 

15540 

16490 

12 

9200 

9950 

10710 

12640 

13380 

14250 

15120 

13 

8490 

9190 

9890 

11670 

12350 

13150 

13960 

14 

7890 

8530 

9180 

10830 

11470 

12210 

12960 

15 

7360 

7960 

8570 

10110 

10700 

11400 

12100 

16 

6900 

7460 

8030 

9480 

10030 

10690 

11340 

17 

6490 

7020 

7560 

8920 

9440 

10060 

10670 

18 

6130 

6630 

7140 

8430 

8920 

9500 

10080 

19 

5810 

6280 

6770 

7980 

8450 

9000 

9550 

20 

5520 

5970 

6430 

7580 

8030 

8550 

9070 

21 

5260 

5690 

6120 

7220 

7640 

8140 

8640 

22 

5020 

5430 

5840 

6890 

7300 

7770 

8250 

23 

4800 

5190 

5590 

6590 

6980 

7430 

7890 

24 

4600 

4980 

5360 

6320 

6690 

7120 

7560 

25 

4420 

4780 

5140 

6070 

6420 

6840 

7260 

26 

4250 

4590 

4940 

5830 

6170 

6580 

6980 

27 

4090 

4420 

4760 

5620 

5940 

6330 

6720 

28 

3940 

4260 

4590 

5420 

5730 

6110 

6480 

29 

3810 

4120 

4430 

5230 

5530 

5900 

6260 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = 3 ^ span. 

The safe load above dotted line is greater than the safe load for 
crippling of web, as explained and shown on pages76 to 78 inclusive. 






































CAMBRIA STEEL. 91 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 



STANDARD 

I-BEAMS. 



between 

9 Inch No. B 29. 

10 Inch No. B 33. 

supports 









in feet. 

21 

25 

30 

35 

25 

30 

35 

40 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

8 

25160 

27240 

30180 

33120 





9 

22370 

24210 

26830 

29440 

. 



• • • • 

10 

20130 

21790 

24150 

26500 

26050 

28620 

31240 

33850 

11 

18300 

19810 

21950 

24090 

23680 

26020 

28400 

30780 

12 

16770 

18160 

20120 

22080 

21710 

23850 

26030 

28210 

13 

15480 

16760 

18570 

20380 

20040 

22020 

24030 

26040 

14 

14380 

15570 

17250 

18930 

18610 

20450 

22310 

24180 

15 

13420 

14530 

16100 

17670 

17360 

19080 

20830 

22570 

16 

12580 

13620 

15090 

16560 

16280 

17890 

19520 

21160 

17 

11840 

12820 

14200 

15590 

15320 

16840 

18380 

19910 

18 

11180 

12110 

13410 

14720 

14470 

15900 

17350 

18810 

19 

10590 

11470 

12710 

13950 

13710 

15070 

16440 

17820 

20 

10064 

10900 

12070 

13250 

13020 

14310 

15620 

16930 

21 

9590 

10380 

11500 

12620 

12400 

13630 

14880 

16120 

22 

9150 

9910 

10980 

12050 

11840 

13010 

14200 

15390 

23 

8750 

9480 

10500 

11520 

11320 

12450 

13580 

14720 

24 

8390 

9080 

10060 

11040 

10850 

11930 

13020 

14110 

25 

8050 

8720 

9660 

10600 

10420 

11450 

12500 

13540 

26 

7740 

8380 

9290 

10190 

10020 

11010 

12020 

13020 

27 

7460 

8070 

8940 

9810 

9650 

10600 

11570 

12540 

28 

7190 

7780 

8620 

9460 

9300 

10220 

11160 

12090 

29 

6940 

7510 

8330 

9140 

8980 

9870 

10770 

11870 

30 

6710 

7260 

8050 

8830 

8680 

9540 

10410 

11280 

31 

6490 

7030 

7790 

8550 

8400 

9230 

10080 

10920 

32 





8140 

8950 

9760 

10580 

33 

.... 

• • • • 

.... 

.... 

7890 

8670 

9470 

10260 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 



































92 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


STANDARD 

I-BEAMS. 


12 Inch No. B 41. 


31.5 

lbs. 


35 

lbs. 


40 

lbs. 


SPECIAL 

I-BEAMS. 


12 Inch No. B 105. 


40 

lbs. 


45 

lbs. 


50 

lbs. 


55 

lbs. 


Distance 
between 
supports 
in feet. 


10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 


38370 

34880 

31970 

29510 

27400 

25580 

23980 

22570 

21310 

20190 

19180 

18270 

17440 

16680 

15990 


14760 

14210 

13700 

13230 

12790 

12380 

11990 

11630 

11280 

10960 

10660 


40580 

36890 

33820 

31220 

28990 

27050 

25360 

23870 

22540 

21360 

20290 

19320 

18450 

17640 

16910 


15610 

15030 

14490 

13990 

13530 

13090 

12680 

12300 

11940 

11590 

11270 


43720 

39740 

36430 

33630 

31230 

29140 

27320 

25720 

24290 

23010 

21860 

20820 

19870 

19010 

18220 


16810 

16190 

15610 

15070 

14570 

14100 

13660 

13250 

12860 

12490 

12140 


47810 

43470 

39840 

36780 

34150 

31880 

29880 

28130 

26560 

25160 

23910 

22770 

21730 

20790 

19920 


19130 

18390 

17710 

17080 

16490 

15940 

15420 

14940 

14490 

14060 

13660 

13280 


50790 

46180 

42330 

39070 

36280 

33860 

31750 

29880 

28220 

26730 

25400 

24190 

23090 

22080 

21160 


20320 

19540 

18810 

18140 

17510 

1P930 

16380 

15870 

15390 

14940 

14510 

14110 


53930 

49030 

44940 

41480 

38520 

35950 

33710 

31720 

29960 

28380 

26960 

25680 

24510 

23450 

22470 


21570 

20740 

19970 

19260 

18600 

17980 

17400 

16850 

16340 

15860 

15410 

14980 


57070 

51880 

47560 

43900 

40760 

38040 

35670 

33570 

31700 

30040 

28530 

27170 

25940 

24810 

23780 

22830 

21950 

21140 

20380 

19680 

19020 

18410 

17830 

17290 

16780 

16300 

15850 


15350 


16230 


17490 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 




































CAMBRIA STEEL. 93 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


STANDARD I-BEAM. 


Distance 

15 Inch No. B 53. 







in feet. 

42 

45 

50 

55 

60 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

62830 

64830 

68750 

72670 

76600 

11 

57120 

58940 

62500 

66070 

69630 

12 

52360 

54030 

57290 

60560 

63830 

13 

48330 

49870 

52890 

55900 

58920 

14 

44880 

46310 

49110 

51910 

54710 

15 

41880 

43220 

45840 

48450 

51060 

16 

39270 

40520 

42970 

45420 

47870 

17 

36960 

38140 

40440 

42750 

45060 

18 

34900 

36020 

38200 

40370 

42550 

19 

33070 

34120 

36190 

38250 

40310 

20 

31410 

32420 

34380 

36340 

38300 

21 

29920 

30870 

32740 

34610 

36470 

22 

28560 

29470 

31250 

33030 

34820 

23 

27320 

28190 

29890 

31600 

33300 

24 

26180 

27010 

28650 

30280 

31910 

25 

25130 

25930 

27500 

29070 

30640 

26 

24160 

24940 

26440 

27950 

29460 

27 

23270 

24010 

25460 

26920 

28370 

28 

22440 

23150 

24550 

25960 

27360 

29 

21660 

22360 

23710 

25060 

26410 

30 

20940 

21610 

22920 

24220 

25530 

31 

20270 

20910 

22180 

23440 

24710 

32 

19630 

20260 

21490 

22710 

23940 

33 

19040 

19650 

20830 

22020 

23210 

34 

18480 

19070 

20220 

21370 

22530 

35 

17950 

18520 

19640 

20760 

21880 

36 

17450 

18010 

19100 

20190 

21280 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = 350 span. 
























94 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 

between supports 
in feet. 


10 


SPECIAL I-BEAM. 


15 Inch No. B 109. 


60 

lbs. 


86610 


65 

lbs. 


90470 


70 

lbs. 


75 

lbs. 


80 

lbs. 


11 

78740 

82240 

12 

72180 

75390 

13 

, 66630 

69590 

14 

61870 

64620 

15 

57740 

60310 

16 

54130 

56540 

17 

50950 

53220 

18 

48120 

50260 

19 

45590 

47610 

20 

43310 

45230 

21 

41240 

43080 

22 

39370 

41120 

23 

37660 

39330 

24 

36090 

37690 

25 

34650 

36190 

26 

33310 

34790 

27 

32080 

33510 

28 

30930 

32310 

29 

29870 

31200 

30 

28870 

30160 

31 

27940 

29180 

32 

27070 

28270 

33 

26250 

27410 

34 

25470 

26610 

35 

24750 

25850 

36 

24060 

25130 


94390 

98310 

102230 

85810 

89370 

92940 

78660 

81920 

85190 

72610 

75620 

78640 

67420 

70220 

73020 

62920 

65540 

68150 

58990 

61440 

63890 

55520 

57830 

60140 

52440 

54620 

56790 

49680 

51740 

53810 

47190 

49150 

51120 

44950 

46810 

48680 

42900 

44690 

46470 

41040 

42740 

44450 

39330 

40960 

42600 

37750 

39320 

40890 

36300 

37810 

39320 

34960 

36410 

37860 

33710 

35110 

36510 

32550 

33900 

35250 

31460 

32770 

34080 

30450 

31710 

32980 

29500 

30720 

31950 

28600 

29790 

30980 

27760 

28910 

30070 

26970 

28090 

29210 

26220 

27310 

28400 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 

























CAMBRIA STEEL. 


95 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 



SPECIAL I-BEAM. 

Distance 








15 Inch No. B 113. 














in feet. 

80 

85 

90 

95 

100 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

112230 

116030 

119960 

123880 

127800 

11 

102030 

105490 

109050 

112620 

116180 

12 

93520 

96700 

99960 

103230 

106500 

13 

86330 

89260 

92270 

95290 

98310 

14 

80160 

82880 

85680 

88480 

91280 

15 

74820 

77360 

79970 

82580 

85200 

16 

70140 

72520 

74970 

77420 

79870 

17 

66020 

68260 

70560 

72870 

75180 

18 

62350 

64460 

66640 

68820 

71000 

19 

59070 

61070 

63130 

65200 

67260 

20 

56110 

58020 

59980 

61940 

63900 

21 

53440 

55250 

57120 

58990 

60860 

22 

51010 

52740 

54530 

56310 

58090 

23 

48800 

50450 

52150 

53860 

55560 

24 

46760 

48350 

49980 

51620 

53250 

25 

44890 

46410 

47980 

49550 

51120 

26 

43170 

44630 

46140 

47650 

49150 

27 

41570 

42980 

44430 

45880 

47330 

28 

40080 

41440 

42840 

44240 

45640 

29 

38700 

40010 

41360 

42720 

44070 

30 

37410 

38680 

39990 

41290 

42600 

31 

36200 

37430 

38700 

39960 

41230 

32 

35070 

36260 

37490 

38710 

39940 

33 

34010 

35160 

36350 

37540 

38730 

34 

33010 

34130 

35280 

36430 

37590 

35 

32070 

33150 

34270 

35390 

36510 

36 

31170 

32230 

33320 

34410 

35500 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = 3 50 span. 
























©6 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

I 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 


STANDARD I-BEAMS 

• 


between 

18 Inch No. B 65. 

20 Inch No. 

B 73. 

supports 









55 

60 

65 

70 

65 

70 

75 

in feet. 









lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

94290 

99770 

104470 

109180 

124750 

13011.0 

135340 

11 

85720 

90700 

94980 

99250 

113410 

118280 

123040 

12 

78570 

83140 

87060 

90980 

103960 

108430 

112780 

13 

72530 

76740 

80360 

83980 

95960 

100090 

104110 

14 

67350 

71260 

74620 

77990 

89110 

92940 

96670 

15 

62860 

66510 

69650 

72790 

83170 

86740 

90230 

16 

58930 

62360 

65300 

68240 

77970 

81320 

84590 

17 

55460 

58650 

61460 

64220 

73380 

76540 

79610 

18 

52380 

55430 

58040 

60660 

69310 

72280 

75190 

19 

49630 

52510 

54990 

57460 

65660 

68480 

71230 

20 

47140 

49880 

52240 

54590 

62370 

65060 

67670 

21 

44900 

47510 

49750 

51990 

59400 

61960 

64450 

22 

42860 

45350 

47490 

49630 

56700 

59140 

61520 

23 

40990 

43380 

45420 

47470 

54240 

56570 

58840 

24 

39290 

41570 

43530 

45490 

51980 

54210 

56390 

25 

37720 

39910 

41790 

43670 

49900 

52040 

54140 

26 

36260 

38370 

40180 

41990 

47980 

50040 

52050 

27 

34920 

36950 

38690 

40440 

46200' 

48190 

50130 

28 

33670 

35630 

37310 

38990 

44550 

46470 

48340 

29 

32510 

34400 

36030 

37650 

43020 

44870 

46670 

30 

31430 

33260 

34820 

36390 

41580 

43370 

45110 

31 

30420 

32180 

33700 

35220 

40240 

41970 

43660 

32 

29460 

31200 

32650 

34120 

38980 

40660 

42290 

33 

28570 

30230 

31660 

33080 

37800 

39430 

41010 

34 

27730 

29340 

30730 

32110 

36690 

38270 

39810 

35 

26940 

28510 

29850 

31190 

35640 

37170 

38670 

36 

26190 

27710 

29020 

30330 

34650 

36140 

37590 























CAMBBIA STEEL. 97 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


• 

SPECIAL I-BEAM. 

Distance 






between supports 


20 Inch No. B 121. 


in feet. 






80 

85 

90 

95 

100 



lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

156410 

160910 

166140 

171370 

176600 

11 

142190 

146280 

151040 

155790 

160540 

12 

130340 

134090 

138450 

142810 

147160 

13 

120310 

123780 

127800 

131820 

135840 

14 

111720 

114940 

118670 

122410 

126140 

15 

104270 

107270 

110760 

114250 

117730 

16 

97750 

100570 

103840 

107100 

110370 

17 

92000 

94650 

92730 

100800 

103880 

18 

86890 

89390 

92300 

95200 

98110 

19 

82320 

84690 

87440 

90190 

92950 

20 

78200 

80460 

83070 

85680 

88300 

21 

74480 

76620 

79110 

81600 

84090 

22 

71090 

73140 

75520 

77890 

80270 

23 

68000 

'69960 

72230 

74510 

76780 

24 

65170 

67050 

69220 

71400 

73580 

25 

62560 

64360 

66460 

68550 

70640 

26 

60160 

61890 

63900 

65910 

67920 

27 

57930 

59600 

61530 

63470 

65410 

28 

55860 

57470 

.59340 

61200 

63070 

29 

53930 

55490 

57290 

59090 

60900 

30 

52140 

53640 

55380 

57120 

58870 

31 

50450 

51910 

53590 

55280 

56970 

32 

48880 

50280 

51920 

53550 

55190 

33 

47400 

48760 

50350 

51930 

53510 

34 

46000 

47330 

48860 

50400 

51940 

35 

44690 

45970 

47470 

48960 

50460 

36 

43450 

44700 

46150 

47600 

49050 



















CAMBRIA STEEL. 


— 

98 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 




STANDARD I-BEAM. 


Distance 






between supports 


24 Inch No. B 89. 

• 

In feet. 

80 

85 

90 

95 

100 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

185530 

192700 

198970 

205240 

211520 

11 

168660 

175180 

180880 

186590 

192290 

12 

154610 

160580 

165810 

171040 

176270 

13 

142720 

148230 

153050 

157880 

162710 

14 

132520 

137640 

142120 

146600 

151080 

15 

123690 

128460 

132650 

136830 

141010 

16 

115960 

120430 

124360 

128280 

132200 

17 

109140 

113350 

117040 

120730 

124420 

18 

103070 

107050 

110540 

114020 

117510 

19 

97650 

101420 

104720 

108020 

111330 

20 

92770 

# 96350 

99480 

102620 

105760 

21 

88350 

91760 

94750 

97740 

100720 

22 

84330 

87590 

90440 

93290 

96140 

23 

80670 

83780 

86510 

89240 

91960 

24 

77300 

80290 

82900 

85520 

88130 

25 

74210 

77080 

79590 

82100 

84610 

26 

71360 

74110 

76530 

78940 

81350 

27 

68720 

71370 

73690 

76020 

78340 

28 

66260 

68820 

71060 

73300- 

75540 

29 

63980 

66450 

68610 

70770 

72940 

30 

61840 

64230 

66320 

68410 

70510 

31 

59850 

62160 

64180 

66210 

68230 

32 

57980 

60220 

62180 

64140 

66100 

33 

56220 

58390 

60290 

62200 

64100 

34 

54570 

56680 

58520 

60370 

62210 

35 

53010 

55060 

56850 

58640 

60430 

36 

51540 

53530 

55270 

57010 

58760 


Safe loads above dotted line are greater than safe loads for web 
crippling, as explained and shown on pages 76 to 78 inclusive. 






























CAMBKIA STEEL. 99 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 

between 

supports 

in feet. 

SPECIAL I-BEAM. 

24 Inch No. B 127. 

105 

lbs. 

110 

lbs. 

115 

lbs. 

10 

249910 

256310 

262710 

11 

227190 

233010 

238830 

12 

208260 

213590 

218920 

13 

192240 

197160 

202080 

14 

178510 

183080 

187650 

15 

166610 

170870 

175140 

16 

156190 

160190 

164190 

17 

147000 

150770 

154530 

18 

138840 

142390 

145950 

19 

131530 

134890 

138270 

20 

124950 

128150 

131350 

21 

119000 

122050 

125100 

22 

113590 

116500 

119410 

23 

108660 

111440 

114220 

24 

104130 

106790 

109460 

25 

99960 

102530 

105080 

26 

96120 

98580 

101040 

27 

92560 

94930 

97300 

28 

89250 

91540 

93830 

29 

86170 

88380 

90590 

30 

83300 

85440 

87570 

31 

80620 

82680 

84740 

32 

78100 

80100 

82100 

33 

75730 

77670 

79610 

34 

73500 

75380 

77270 

35 

71400 

73230 

75060 

36 

69420 

71200 

72970 


Safe loads above dotted lines are greater than safe loads for 
web crippling as explained and shown on pages 76 to 78 inclusive. 



























100 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 



STANDARD CHANNELS. 

Distance 










between 

3InchNo. C5. 

4 Inch No. 

C 9. 

5 Inch No. 

C 13. 

supports 










in feet. 

4 

6 

6 

6.25 

6.25 

7.25 

6.5 

9 

11.5 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

2910 

3290 

3680 

5060 

5570 

6090 

7910 

9460 

11100 

5 

2330 

2630 

2940 

4050 

4450 

4870 

6330 

7570 

8880 

6 

1940 

2190 

2450 

3370 

3710 

4060 

5270 

6310 

7400 

7 

1660 

1880 

2100 

2890 

3180 

3480 

4520 

5410 

6340 

8 

1450 

1640 

1840 

2530 

2780 

3050 

3960 

4730 

5550 

9 

1290 

1460 

1630 

2250 

2470 

2710 

3520 

4210 

4930 

10 

1160 

1310 

1470 

2020 

2230 

2440 

3160 

3790 

4440 

11 

1060 

1190 

1340 

1840 

2020 

2210 

2880 

3440 

4040 

12 

970 

1100 

1230 

1690 

1860 

2030 

2640 

3150 

3700 

13 

.890 

1010 

1130 

1560 

1710 

1870 

2430 

2910 

3410 

14 

830 

940 

1050 

1440 

1590 

1740 

2260 

2700 

3170 

15 

780 

880 

980 

1350 

1480 

1620 

2110 

2520 

2960 

16 

730 

820 

920 

1260 

1390 

1520 

1980 

2370 

2770 

17 

680 

770 

870 

1190 

1310 

1430 

1860 

2230 

2610 

18 

650 

730 

820 

1120 

1240 

1350 

1760 

2100 

2470 

19 

610 

690 

770 

1060 

1170 

1280 

1670 

1990 

2340 

20 

580 

660 

740 

1010 

1110 

1220 

1580 

1890 

2220 

21 

550 

630 

700 

960 

1060 

1160 

1510 

1800 

2110 

22 

530 

600 

670 

920 

1010 

1110 

1440 

1720 

2020 

23 

510 

570 

640 

880 

970 

1060 

1380 

1650 

1930 

24 

480 

550 

610 

840 

930 

1020 

1320 

1580 

1850 

25 

470 

530 

590 

810 

890 

970 

1270 

1510 

1780 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 







































CAMBRIA STEEL. 101 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

$ 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNELS. 


Distance 

between 

6 Inch No. C17. 


7 Inch No. 

C 21. 


supports 

in feet. 

8 

10.6 

13 

15.5 

9.75 

12.25 

14.75 

17.25 

19.75 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

11550 

13440 

15400 

17360 

16070 

18410 

20700 

22990 

25280 

5 

9240 

10750 

12320 

13890 

12850 

14730 

16560 

18390 

20220 

6 

7700 

8960 

10270 

11570 

10710 

12280 

13800 

15330 

16850 

7 

6600 

7680 

8800 

9920 

9180 

10520 

11830 

13140 

14440 

8 

5780 

6720 

7700 

8680 

8030 

9210 

10350 

11490 

12640 

9 

5130 

5970 

6840 

7720 

7140 

8180 

9200 

10220 

11230 

10 

4620 

5380 

6160 

6940 

6430 

7370 

8280 

9200 

10110 

11 

4200 

4890 

5600 

6310 

5840 

6700 

7530 

8360 

9190 

12 

3850 

4480 

5130 

5790 

5360 

6140 

6900 

7660 

8430 

13 

3550 

4130 

4740 

5340 

4940 

5670 

6370 

7070 

7780 

14 

3300 

3840 

4400 

4960 

4590 

5260 

5910 

6570 

7220 

15 

3080 

3580 

4110 

4630 

4280 

4910 

5520 

6130 

6740 

16 

2890 

3360 

3850 

4340 

4020 

4600 

5180 

5750 

6320 

17 

2720 

3160 

3620 

4080 

3780 

4330 

4870 

5410 

5950 

18 

2570 

2990 

3420 

3860 

3570 

4090 

4600 

5110 

5620 

19 

2430 

2830 

3240 

3650 

3380 

3880 

4360 

4840 

5320 

20 

2310 

2690 

3080 

3470 

3210 

3680 

4140 

4600 

5060 

21 

2200 

2560 

2930 

3310 

3060 

3510 

3940 

4380 

4810 

22 

2100 

2440 

2800 

3160 

2920 

3350 

3760 

4180 

4600 

23 

2010 

2340 

2680 

3020 

2790 

3200 

3600 

4000 

4400 

24 

1930 

2240 

2570 

2890 

2680 

3070 

3450 

3830 

4210 

25 

1850 

2150 

2460 

2780 

2570 

2950 

3310 

3680 

4040 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 









































102 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNELS. 


Distance 

between 


8 Inch No. C 25. 


9 Inch No. C 29. 

supports 

in feet. 

11.25 

13.75 

16.25 

18.75 

21.25 

13.25 

15 

20 

25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

21530 

24000 

26610 

29230 

31840 

28040 

30130 

36020 

41900 

5 

17230 

19200 

21290 

23380 

25470 

22430 

24110 

28810 

33520 

6 

14360 

16000 

17740 

19480 

21230 

18690 

20090 

24010 

27930 

7 

12310 

13710 

15210 

16700 

18200 

16020 

17220 

20580 

23940 

8 

10770 

12000 

13310 

14610 

15920 

14020 

15070 

18010 

20950 

9 

9570 

10670 

11830 

12990 

14150 

12460 

13390 

16010 

18620 

10 

8610 

9600 

10650 

11690 

12740 

11220 

12050 

14410 

16760 

11 

7830 

8730 

9680 

10630 

11580 

10200 

10960 

13100 

15240 

12 

7180 

8000 

8870 

9740 

10610 

9350 

10040 

12010 

13970 

13 

6630 

7380 

8190 

8990 

9800 

8630 

9270 

11080 

12890 

14 

6150 

6860 

7600 

8350 

9100 

8010 

8610 

10290 

11970 

15 

5740 

6400 

7100 

7790 

8490 

7480 

8040 

9600 

11170 

16 

5380 

6000 

6650 

7310 

7960 

7010 

7530 

9000 

10470 

17 

5070 

5650 

6260 

6880 

7490 

6600 

7090 

8470 

9860 

18 

4790 

5330 

5910 

6490 

7080 

6230 

6700 

8000 

9310 

19 

4530 

5050 

5600 

6150 

6700 

5900 

6340 

7580 

8820 

20 

4310 

4800 

5320 

5850 

6370 

5610 

6030 

7200 

8380 

21 

4100 

4570 

5070 

5570 

6070 

5340 

5740 

6860 

7980 

22 

3920 

4360 

4840 

5310 

5790 

5100 

5480 

6550 

7620 

23. 

3750 

4170 

4630 

5080 

5540 

4880 

5240 

6260 

7290 

24 

3590 

4000 

4440 

4870 

5310 

4670 

5020 

6000 

6980 

25 

3450 

3840 

4260 

4680 

5090 

4490 

4820 

5760 

6700 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = ^ span. 















































CAMBRIA STEEL. 103 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNEL. 


Distance 

10 Inch No. C 33. 

between supports 


in feet. 

15 

lbs. 

20 

lbs. 

25 

lbs. 

30 

lbs. 

35 

lbs. 

10 

14270 

16790 

19410 

22020 

24640 

11 

12970 

15270 

17640 

20020 

22400 

12 

11890 

14000 

16170 

18350 

20530 

13 

10980 

12920 

14930 

16940 

18950 

14 

10190 

12000 

13860 

15730 

17600 

15 

9510 

11200 

12940 

14680 

16430 

16 

8920 

10500 

12130 

13760 

15400 

17 

8390 

9880 

11420 

12950 

14490 

18 

7930 

9330 

10780 

12240 

13690 

19 

7510 

8840 

10220 

11590 

12970 

20 

7130 

8400 

9700 

11010 

12320 

21 

6790 

8000 

9240 

10490 

11730 

22 

6490 

7630 

8820 

10010 

11200 

23 

6200 

7300 

8440 

9580 

10710 

24 

5940 

7000 

8090 

9180 

10270 

25 

5710 

6720 

7760 

8810 

9860 

26 

5490 

6460 

7460 

8470 

9480 

27 

5280 

6220 

7190 

8160 

9130 

28 

5100 

6000 

6930 

7870 

8800 

29 

4920 

5790 

6690 

7590 

8500 

30 

4760 

5600 

6470 

7340 

8210 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 



































104 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNEL. 


Distance 

between supports 


12 Inch No. C 41. 


in feet. 

20.5 

lbs. 

25 

lbs. 

SO 

lbs. 

35 

lbs. 

40 

lbs. 

10 

22780 

25600 

28740 

31870 ' 

35010 

11 

20700 

23270 

26120 

28980 

31830 

12 

18980 

21330 

23950 

26560 

29180 

13 

17520 

19690 

22110 

24520 

26930 

14 

16270 

18290 

20530 

22770 

25010 

15 

15180 

17070 

19160 

21250 

23340 

16 

14230 

16000 

17960 

19920 

21880 

17 

13400 

15060 

16900 

18750 

20600 

18 

12650 

14220 

15970 

17710 

19450 

19 

11990 

13470 

15120 

16780 

18430 

20 

11390 

12800 

14370 

15940 

17510 

21 

10850 

12190 

13680 

15180 

16670 

22 

10350 

11640 

13060 

14490 

15910 

23 

9900 

11130 

12490 

13860 

15220 

24 

9490 

10670 

11970 

13280 

14590 

25 

9110 

10240 

11490 

12750 

14000 

26 

8760 

9850 

11050 

12260 

13470 

27 

8440 

9480 

10640 

11810 

12970 

28 

8130 

9140 

10260 

11380 

12500 

29 

7850 

8830 

9910 

10990 

12070 

30 

7590 

8530 

9580 

10620 

11670 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 































CAMBRIA STEEL. 105 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 




STANDARD 

CHANNEL. 


between 


16 Inch No. C 63. 

















in feet. 

33 

35 

40 

45 

60 

65 


lbs. 

lbs. 

lbs. 

lbs. 

It j. 

lbs. 

10 

44450 

45500 

49420 

53350 

57270 

61190 

11 

40410 

41370 

44930 

48500 

52060 

55630 

12 

37040 

37920 

41190 

44460 

47720 

50990 

13 

34190 

35000 

38020 

41040 

44050 

47070 

14 

31750 

32500 

35300 

38100 

40910 

43710 

15 

29630 

30340 

32950 

35560 

38180 

40790 

16 

27780 

28440 

30890 

33340 

35790 

38240 

17 

26150 

26770 

29070 

31380 

33690 

35990 

18 

24700 

25280 

27460 

29640 

31820 

33990 

19 

23400 

23950 

26010 

28080 

30140 

32210 

20 

22230 

22750 

24710 

26670 

28630 

30590 

21 

21170 

21670 

23540 

25400 

27270 

29140 

22 

20210 

20680 

22470 

24250 

26030 

27810 

23 

19330 

19780 

21490 

23190 

24900 

26600 

24 

18520 

18960 

20590 

22230 

23860 

25500 

• 25 

17780 

18200 

19770 

21340 

22910 

24480 

26 

17100 

17500 

19010 

20520 

22030 

23530 

27 

16460 

16850 

18310 

19760 

21210 

22660 

28 

15880 

16250 

17650 

19050 

20450 

21850 

29 

15330 

15690 

17040 

18400 

19750 

21100 

30 

14820 

15170 

16470 

17780 

19090 

20400 






























100 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

between 

supports 


STANDARD I 

-BEAMS. 


3 Inch No. B 5. 

4 Inch No. B 9 


in feet. 

5.5 

6.5 

7.5 

7.5 

8.5 

9.5 

10.5 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

11.0 

12.0 

12.9 

19.9 

21.2 

22.5 

23.8 

5 

7.1 

7.7 

8.3 

12.7 

13.6 

14.4 

15.2 

6 

4.9 

5.3 

5.8 

8.8 

9.4 

10.0 

10.6 

7 

3.6 

3.9 

4.2 

6.5 

6.9 

7.3 

7.8 

8 

2.8 

3.0 

3.2 

5.0 

5.3 

5.6 

5.9 

9 

2.2 

2.4 

2.6 

3.9 

4.2 

4.4 

4.7 

10 

1.8 

1.9 

2.1 

3.2 

3.4 

3.6 

3.8 

11 

1.5 

1.6 

1.7 

2.6 

2.8 

3.0 

3.1 

12 . 

1.2 

1.3 

1.4 

2.2 

2.4 

2.5 

2.6 

13 

1.0 

1.1 

1.2 

1.9 

2.0 

2.1 

2.3 

14 


1.0 

1.1 

1.6 

1.7 

1.8 

1.9 

15 




1.4 

1.5 

1 6 

1 7 

16 




1.2 

1.3 

1 4 

1 5 

17 




1.1 

1.2 

1 2 

1 3 

18 




1.0 

1.0 

1 1 

1 9 

19 




1.0 

1 1 

20 






1.0 









For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity of loading from table 

~ New intensity of loading X Com P ut ed spacing from table. 










































CAMBRIA STEEL. 


107 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

STANDARD I-BEAMS. 

between 

5 Inch No. B 13. 

6 Inch No. B 17. 

supports 
in fflflt 

9.75 

12.25 

14.75 

12.25 

14.75 

17.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

32.2 

36.3 

40.4 

48.4 

53.3 

58.2 

5 

20.6 

23.2 

25.9 

31.0 

34.1 

37.2 

6 

14.3 

16.1 

18.0 

21.5 

23.7 

25.9 

7 

10.5 

11.9 

13.2 

15.8 

17.4 

19.0 

8 

8.1 

9.1 

10.1 

12.1 

13.3 

14.5 

9 

6.4 

7.2 

8.0 

9.6 

10.5 

11.5 

10 

5.2 

5.8 

6.5 

7.7 

8.5 

9.3 

11 

4.3 

4.8 

5.3 

6.4 

7.0 

7.7 

12 

3.6 

4.0 

4.5 

5.4 

5.9 

6.5 

13 

3.1 

3.4 

3.8 

4.6 

5.0 

5.5 

14 

2.6 

3.0 

3.3 

4.0 

4.4 

4.8 

15 

2.3 

2.6 

2.9 

3.4 

3.8 

4.1 

16 

2.0 

2.3 

2.5 

3.0 

3.3 

3.6 

17 

1.8 

2.0 

2.2 

2.7 

3.0 

3.2 

18 

1.6 

1.8 

2.0 

2.4 

2.6 

2.9 

19 

1.4 

1.6 

1.8 

2.1 

2.4 

2.6 

20 

1.3 

1.5 

1.6 

1.9 

2.1 

2.3 

21 

1.2 

1.3 

1.5 

1.8 

1.9 

2.1 

22 

1.1 

1.2 

1.3 

1.6 

1.8 

1.9 

23 

1.0 

1.1 

1.2 

1.5 

1.6 

1.8 

24 


1.0 

1.1 

1.3 

1.5 

1.6 

25 



1.0 

1.2 

1.4 

1.5 

26 



1.0 

1.1 

1.3 

1.4 

27 




1.1 

1.2 

1.3 

28 




1.0 

1.1 

1.2 

29 





1.0 

1.1 






_ 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. . . ,, 

Spacings for other intensities of loading may be obtained from those in tables 

as follows: 

Reauired spacing- 1 "^ 31 * 70 °^ r °^'—X Computed spacing from table. 

Kequireci spacing New intensity of fading ~ 













































108 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


STANDARD I 

-BEAMS. 


between 

7 Inch No. B 21. 

8 Inch No. B 25. 

supports 
in fftflt 

15 

17.5 

20 

18.00 

20.25 

22.75 

25.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

69.0 

74.6 

80.3 

94.8 

100.3 

106.9 

113.4 

5 

44.2 

47.8 

51.4 

60.7 

64.2 

68.4 

72.6 

6 

30.7 

33.2 

35.7 

42.1 

44.6 

47.5 

50.4 

7 

22.5 

24.4 

26.2 

31.0 

32.8 

34.9 

37.0 

8 

17.3 

18.7 

20.1 

23.7 

25.1 

26.7 

28.3 

9 

13.6 

14.7 

15.9 

18.7 

19.8 

21.1 

22.4 

10 

11.0 

11.9 

12.9 

15.2 

16.1 

17.1 

18.1 

11 

9.1 

9.9 

10.6 

12.5 

13.3 

14.1 

15.0 

12 

7.7 

8.3 

8.9 

10.5 

11.1 

11.9 

12.6 

13 

6.5 

7.1 

7.6 

9.0 

9.5 

10.1 

10.7 

14 

5.6 

6.1 

6.6 

7.7 

8.2 

8.7 

9.3 

15 

4.9 

5.3 

5.7 

6.7 

7.1 

7.6 

8.1 

16 

4.3 

4.7 

5.0 

5.9 

6.3 

6.7 

7.1 

17 

3.8 

4.1 

4.4 

5.2 

5.6 

5.9 

6.3 

18 

3.4 

3.7 

4.0 

4.7 

5.0 

5.3 

5.6 

19 

3.1 

3.3 

3.6 

4.2 

4.4 

4.7 

5.0 

20 

2.8 

3.0 

3.2 

3.8 

4.0 

4.3 

4.5 

21 

2.5 

2.7 

2.9 

3.4 

3.6 

3.9 

4.1 

22 

2.3 

2.5 

2.7 

3.1 

3.3 

3.5 

3.7 

23 

2.1 

2.3 

2.4 

2.9 

3.0 

3.2 

3.4 

24 

1.9 

2.1 

2.2 

2.6 

2.8 

3.0 

3.1 

25 

1.8 

1.9 

2.1 

2.4 

2.6 

2.7 

2.9 

26 

1.6 

1.8 

1.9 

2.2 

2.4 

2.5 

2.7 

27 

1.5 

1.6 

1.8 

2.1 

2.2 

2.3 

2.5 

28 

1.4 

1.5 

1.6 

1.9 

2.0 

2.2 

2.3 

29 

1.3 

1.4 

1.5 

1.8 

1.9 

2.0 

2.2 


For spacing above the dotted line the safe load for bending is greater than the 
safe load for web crippling, as explained and shown on pages 76 to 78 inclusive. 

For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3 ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity of loading from table 

" New intensity of loading X Com P u ted spacing from table. 































CAMBRIA STEEL. 109 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


STANDARD I-BEAMS. 


between 

9 Inch No. B 29. 

10 Inch No. B 33. 

supports 
in fflp.t 

21 

25 

30 

35 

25 

30 

35 

40 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

8 

31.5 

34.1 

37.7 

41.4 





9 

24.9 

26.9 

29.8 

32.7 





10 

20.1 

21.8 

24.1 

26.5 

26.0 

28.6 

31.2 

33.9 

11 

16.6 

18.0 

20.0 

21.9 

21.5 

23.7 

25.8 

28.0 

12 

14.0 

15.1 

16.8 

18.4 

18.1 

19.9 

21.7 

23.5 

13 

11.9 

12.9 

14.3 

15.7 

15.4 

16.9 

18.5 

20.0 

14 

10.3 

11.1 

12.3 

13.5 

13.3 

14.6 

15.9 

17.3 

15 

8.9 

9.7 

10.7 

11.8 

11.6 

12.7 

13.9 

15.0 

16 

7.9 

8.5 

9.4 

10.4 

10.2 

11.2 

12.2 

13.2 

17 

7.0 

7.5 

8.4 

9.2 

9.0 

9.9 

10.8 

11.7 

18 

6.2 

6.7 

7.5 

8.2 

8.0 

8.8 

9.6 

10.4 

19 

5.6 

6.0 

6.7 

7.3 

7.2 

7.9 

8.7 

9.4 

20 

5.0 

5.4 

6.0 

6.6 

6.5 

7.2 

7.8 

8.5 

21 

4.6 

4.9 

5.5 

6.0 

5.9 

6.5 

7.1 

7.7 

22 

4.2 

4.5 

5.0 

5.5 

5.4 

5.9 

6.5 

7.0 

23 

3.8 

4.1 

4.6 

5.0 

4.9 

5.4 

5.9 

6.4 

24 

3.5 

3.8 

4.2 

4.6 

4.5 

5.0 

5.4 

5.9 

25 

3.2 

3.5 

3.9 

4.2 

4.2 

4.6 

5.0 

5.4 

26 

3.0 

3.2 

3.6 

3.9 

3.9 

4.2 

4.6 

5.0 

27 

2.8 

3.0 

3.3 

3.6 

3.6 

3.9 

4.3 

4.6 

28 

2.6 

2.8 

3.1 

3.4 

3.3 

3.7 

4.0 

4.3 

29 

2.4 

2.6 

2.9 

3.2 

3.1 

3.4 

3.7 

4.0 

30 

2.2 

2.4 

2.7 

2.9 

2.9 

3.2 

3.5 

3.8 

31 

2.1 

2.3 

2.5 

2.8 

2.7 

3.0 

3.3 

3.5 

32 





2.5 

2.8 

3.1 

3.3 

33 





2.4 

2.6 

2.9 

3.1 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. , . . ,. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 

Required spacing- 1 "^^ 10 ^"! ** X Computed spacing from table. 

^ ^ 6 New intensity of loading 













































110 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 


Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

STANDARD 

I-BEAM. 

SPECIAL 

I-BEAM. 

between 

supports 

12 Inch No. B 41. 

12 Inch No. B 105. 

in feet. 

31.5 

35 

40 

40 

45 

50 

55 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

38.4 

40.6 

43.7 

47.8 

50.8 

53.9 

57.1 

11 

31.7 

33.5 

36.1 

39.5 

42.0 

44.6 

47.2 

12 

26.6 

28.2 

30.4 

33.2 

35.3 

37.5 

39.6 

13 

22.7 

24.0 

25.9 

28.3 

30.1 

31.9 

33.8 

14 

19.6 

20.7 

22.3 

24.4 

25.9 

27.5 

29.1 

15 

17.1 

18.0 

19.4 

21.3 

22.6 

24.0 

25.4 

16 

15.0 

15.9 

17.1 

18.7 

19.8 

21.1 

22.3 

17 

13.3 

14.0 

15.1 

16.5 

17.6 

18.7 

19.7 

18 

11.8 

12.5 

13.5 

14.8 

15.7 

16.6 

17.6 

19 

10.6 

11.2 

12.1 

13.2 

14.1 

14.9 

15.8 

20 

9.6 

10.1 

10.9 

12.0 

12.7 

13.5 

14.3 

21 

8.7 

9.2 

9.9 

10.8 

11.5 

12.2 

12.9 

22 

7.9 

8.4 

9.0 

9.9 

10.5 

11.1 

11.8 

23 

7.3 

7.7 

8.3 

9.0 

9.6 

10.2 

10.8 

24 

6.7 

7.0 

7.6 

8.3 

8.8 

9.4 

9.9 

25 

6.1 

6.5 

7.0 

7.7 

8.1 

8.6 

9.1 

26 

5.7 

6.0 

6.5 

7.1 

7.5 

8.0 

8.4 

27 

5.3 

5.6 

6.0 

6.6 

7.0 

7.4 

7.8 

28 

4.9 

5.2 

5.6 

6.1 

6.5 

6.9 

7.3 

29 

4.6 

4.8 

5.2 

5.7 

6.0 

6.4 

6.8 

30 

4.3 

4.5 

4.9 

5.3 

5.6 

6.0 

6.3 

31 

4.0 

4.2 

4.5 

5.0 

5.3 

5.6 

5.9 

32 

3.7 

4.0 

4.3 

4.7 

5.0 

5.3 

5.6 

33 

3.5 

3.7 

4.0 

4.4 

4.7 

5.0 

5.2 

34 

3.3 

3.5 

3.8 

4.1 

4.4 

4.7 

4.9 

35 

3.1 

3.3 

3.6 

3.9 

4.1 

4.4 

4.7 

36 

3.0 

3.1 

3.4 

3.7 

3.9 

4.2 

4.4 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity of loading from table 

New intensity of loading X Computed spacing from table. 





































CAMBRIA STEEL. 


Ill 


1 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

STANDARD I-BEAM. 

between 

15 Inch No. B 53. 


supports 
in feet. 

42 

lbs . 

45 

lbs . 

50 

lbs . 

55 

lbs . 

60 

lbs . 

10 

62.8 

64.8 

68.8 

72.7 

76.6 

11 

51.9 

53.6 

56.8 

60.1 

63.3 

12 

43.6 

45.0 

47.7 

50.5 

53.2 

13 

37.2 

38.4 

40.7 

43.0 

45.3 

14 

32.0 

33.1 

35.1 

37.1 

39.1 

15 

27.9 

28.8 

30.6 

32.3 

34.0 

16 

24.5 

25.3 

26.9 

28.4 

29.9 

17 

21.7 

22.4 

23.8 

25.1 

26.5 

18 

19.4 

20.0 

21.2 

22.4 

23.6 

19 

17.4 

18.0 

19.0 

20.1 

21.2 

20 

15.7 

16.2 

17.2 

18.2 

19.1 

21 

14.2 

14.7 

15.6 

16.5 

17.4 

22 

13.0 

13.4 

14.2 

15.0 

15.8 

23 

11.9 

12.3 

13.0 

13.7 

14.5 

24 

10.9 

11.3 

11.9 

12.6 

13.3 

25 

10.1 

10.4 

11.0 

11.6 

12.3 

26 

9.3 

9.6 

10.2 

10.8 

11.3 

27 

8.6 

8.9 

9.4 

10.0 

10.5 

28 

8.0 

8.3 

8.8 

9.3 

9.8 

29 

7.5 

7.7 

8.2 

8.6 

9.1 

30 

7.0 

7.2 

7.6 

8.1 

8.5 

31 

6.5 

6.7 

7.2 

7.6 

8.0 

32 

6.1 

6.3 

6.7 

7.1 

7.5 

33 

5.8 

6.0 

6.3 

6.7 

7.0 

34 

5.4 

5.6 

5.9 

6.3 

6.6 

35 

5.1 

5.3 

5.6 

5.9 

6.3 

36 

4.8 

5.0 

5.3 

5.6 

5.9 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing = 


Intensity of loading from table ^ Computed spacing from , able . 
New intensity of loading 



































112 CAMBKIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


SPECIAL I-BEAM. 


between 


15 Inch No. B 109. 


supports 
in feet. 

60 

lbs. 

65 

lbs. 

70 

lbs. 

75 

lbs. 

80 

lbs. 

10 

86.6 

90.5 

94.4 

98.3 

102.2 

11 

71.6 

74.8 

78.0 

81.2 

84.5 

12 

60.1 

62.8 

65.5 

68.3 

71.0 

13 

51.3 

53.5 

55.9 

58.2 

60.5 

14 

44.2 

46.2 

48.2 

50.2 

52.2 

15 

38.5 

40.2 

41.9 

43.7 

45.4 

16 

33.8 

35.3 

36.9 

38.4 

39.9 

17 

30.0 

31.3 

32.7 

34.0 

35.4 

18 

26.7 

27.9 

29.1 

30.3 

31.6 

19 

24.0 

25.1 

26.1 

27.2 

28.3 

20 

21.7 

22.6 

23.6 

24.6 

25.6 

21 

19.6 

20.5 

21.4 

22.3 

23.2 

22 

17.9 

18.7 

19.5 

20.3 

21.1 

23 

16.4 

17.1 

17.8 

18.6 

19.3 

24 

15.0 

15.7 

16.4 

17.1 

17.7 

25 

13.9 

14.5 

15.1 

15.7 

16.4 

26 

12.8 

13.4 

14.0 

14.5 

15.1 

27 

11.9 

12.4 

12.9 

13.5 

14.0 

28 

11.0 

11.5 

12.0 

12.5 

13.0 

29 

10.3 

10.8 

11.2 

11.7 

12.2 

30 

9.6 

10.1 

10.5 

10.9 

11.4 

31 

9.0 

9.4 

9.8 

10.2 

10.6 

32 

8.5 

8.8 

9.2 

9.6 

10.0 

33 

8.0 

8.3 

8.7 

9.0 

9.4 

34 

7.5 

7.8 

8.2 

8.5 

8.8 

35 

7.1 

7.4 

7.7 

8.0 

8.3 

36 

6.7 

7.0 

7.3 

7.6 

7.9 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity ofloadingfrom table 

' New intensity of loading X CompUted spacing from table. 




























CAMBRIA STEEL. 


113 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

SPECIAL I-BEAM. 

between 

15 Inch No. B 113. 

supports 






in feet. 

SO 

85 

90 

95 

100 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

112.2 

116.0 

120.0 

123.9 

127.8 

11 

92.8 

95.9 

99.1 

102.4 

105.6 

12 

77.9 

80.6 

83.3 

86.0 

88.7 

13 

66.4 

68.7 

71.0 

73.3 

75.6 

14 

57.3 

59.2 

61.2 

63.2 

65.2 

15 

49.9 

51.6 

53.3 

55.1 

56.8 

16 

43.8 

45.3 

46.9 

48.4 

49.9 

17 

38.8 

40.2 

41.5 

42.9 

44.2 

18 

34.6 

35.8 

37.0 

38.2 

39.4 

19 

31.1 

32.1 

33.2 

34.3 

35.4 

20 

28.1 

29.0 

30.0 

31.0 

31.9 

21 

25.4 

26.3 

27.2 

28.1 

29.0 

22 

23.2 

24.0 

24.8 

25.6 

26.4 

23 

21.2 

21.9 

22.7 

23.4 

24.2 

24 

19.5 

20.1 

20.8 

21.5 

22.2 

25 

18.0 

18.6 

19.2 

19.8 

20.4 

26 

16.6 

17.2 

17.7 

18.3 

18.9 

27 

15.4 

15.9 

16.5 

17.0 

17.5 

28 

14.3 

14.8 

15.3 

15.8 

16.3 

29 

13.3 

13.8 

14.3 

14.7 

15.2 

30 

12.5 

12.9 

13.3 

13.8 

14.2 

31 

11.7 

12.1 

12.5 

12.9 

13.3 

32 

11.0 

11.3 

11.7 

12.1 

12.5 

33 

10.3 

10.7 

11.0 

11.4 

11.7 

34 

9.7 

10.0 

10.4 

10.7 

11.1 

35 

9.2 

9.5 

9.8 

10.1 

10.4 

36 

8.7 

9.0 

9.3 

9.6 

9.9 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 

as follows: . 

Required spacing= In !? nSlt . y ° ° a in ^, r °*?. ta -X Computed spacing from table, 
ivcnuucu 6 New intensity of loading 



























114 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


STANDARD I 

-BEAMS. 


between 

18 Inch No. B 65. 

20 Inch No. B 73. 

supports 

55 

60 

65 

70 

65 

70 

75 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

94.3 

99.8 

104.5 

109.2 

124.7 

130.1 

135.3 

11 

77.9 

82.5 

86.3 

90.2 

103.1 

107.5 

111.9 

12 

65.5 

69.3 

72.6 

75.8 

86.6 

90.4 

94.0 

13 

55.8 

59.0 

61.8 

64.6 

73.8 

77.0 

80.1 

14 

48.1 

50.9 

53.3 

55.7 

63.6 

66.4 

69.1 

15 

41.9 

44.3 

46.4 

48.5 

55.4 

57.8 

60.2 

16 

36.8 

39.0 

40.8 

42.6 

48.7 

50.8 

52.9 

17 

32.6 

34.5 

36.2 

37.8 

43.2 

45.0 

46.8 

18 

29.1 

30.8 

32.2 

33.7 

38.5 

40.2 

41.8 

19 

26.1 

27.6 

28.9 

30.2 

34.6 

36.0 

37.5 

20 

23.6 

24.9 

26.1 

27.3 

31.2 

32.5 

33.8 

21 

21.4 

22.6 

23.7 

24.8 

28.3 

29.5 

30.7 

22 

19.5 

20.6 

21.6 

22.6 

25.8 

26.9 

28.0 

23 

17.8 

18.9 

19.7 

20.6 

23.6 

24.6 

25.6 

24 

16.4 

17.3 

18.1 

19.0 

21.7 

22.6 

23.5 

25 

15.1 

16.0 

16.7 

17.5 

20.0 

20.8 

21.7 

26 

13.9 

14.8 

15.5 

16.2 

18.5 

19.2 

20.0 

27 

12.9 

13.7 

14.3 

15.0 

17.1 

17.8 

18.6 

28 

12.0 

12.7 

13 3 

13.9 

15.9 

16.6 

17.3 

29 

11.2 

11.9 

12.4 

13.0 

14.8 

15.5 

16.1 

30 

10.5 

11.1 

11.6 

12.1 

13.9 

14.5 

15.0 

31 

9.8 

10.4 

10.9 

11.4 

13.0 

13.5 

14.1 

32 

9.2 

9.7 

10.2 

10.7 

12.2 

12.7 

13.2 

33 

8.7 

9.2 

9.6 

10.0 

11.5 

11.9 

12.4 

34 

8.2 

8.6 

9.0 

9.4 

10.8 

11.3 

11.7 

35 

7.7 

8.1 

8.5 

8.9 

10.2 

10.6 

11.0 

36 

7.3 

7.7 

8.1 

8.4 

9.6 

10.0 

10.4 


Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity of loading from table 

' New intensity of loading X Com P uted spacing from table. 































CAMBRIA STEEL. 


115 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

SPECIAL I-BEAM. 

between 

supports 


20 Inch No. 

B 121. 


80 

85 

90 

95 

100 

in feet. 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

156.4 

160.9 

166.1 

171.4 

176.6 

11 

129.3 

133.0 

137.3 

141.6 

145.9 

12 

108.6 

111.7 

115.4 

119.0 

122.6 

13 

92.5 

95.2 

98.3 

101.4 

104.5 

14 

79.8 

82.1 

84.8 

87.4 

90.1 

15 

69.5 

71.5 

73.8 

76.2 

78.5 

16 

61.1 

62.9 

64.9 

66.9 

69.0 

17 

54.1 

55.7 

57.5 

59.3 

61.1 

18 

48.3 

49.7 

51.3 

52.9 

54.5 

19 

43.3 

44.6 

46.0 

47.5 

48.9 

20 

39.1 

40.2 

41.5 

42.8 

44.1 

21 

35.5 

36.5 

37.7 

38.9 

40.0 

22 

32.3 

33.2 

34.3 

35.4 

36.5 

23 

29.6 

30.4 

31.4 

32.4 

33.4 

24 

27.2 

27.9 

28.8 

29.8 

30.7 

25 

25.0 

25.7 

26.6 

27.4 

28.3 

26 

23.1 

23.8 

24.6 

25.4 

26.1 

27 

21.5 

22.1 

22.8 

23.5 

24.2 

28 

19.9 

20.5 

21.2 

21.9 

22.5 

29 

18.6 

19.1 

19.8 

20.4 

21.0 

30 

17.4 

17.9 

18.5 

19.0 

19.6 

31 

16.3 

16.7 

17.3 

17.8 

18.4 

32 

15.3 

15.7 

16.2 

16.7 

17.2 

33 

14.4 

14.8 

15.3 

15.7 

16.2 

34 

13.5 

13.9 

14.4 

14.8 

15.3 

35 

12.8 

13.1 

13.6 

14.0 

14.4 

36 

12.1 

12.4 

12.8 

13.2 

13.6 


Spacings for other intensities of loading may be obtained from those in tables 
as follows: 

Intensity of loading from table v , _ , . , 

Required spacing=—^- ■f - ;—— T . -X Computed spacing from table. 

i-o New intensity of loading 









































116 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


STANDARD I-BEAM. 


between 


24 Inch No. B 89. 


supports 
in feet. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

185.5 

192.7 

199.0 

205.2 

211.5 

11 

153.3 

159.3 

164.4 

169.6 

174.8 

12 

128.8 

133.8 

138.2 

142.5 

146.9 

13 

109.8 

114.0 

117.7 

121.4 

125.2 

14 

94.7 

98.3 

101.5 

104.7 

107.9 

15 

82.5 

85.6 

88.4 

91.2 

94.0 

16 

72.5 

75.3 

77.7 

80.2 

82.6 

17 

64.2 

66.7 

68.8 

71.0 

73.2 

18 

57.3 

59.5 

61.4 

63.3 

65.3 

19 

51.4 

53.4 

55.1 

56.9 

58.6 

20 

46.4 

48.2 

49.7 

51.3 

52.9 

21 

42.1 

43.7 

45.1 

46.5 

48.0 

22 

38.3 

39.8 

41.1 

42.4 

43.7 

23 

35.1 

36.4 

37.6 

38.8 

40.0 

24 

32.2 

33.5 

34.5 

35.6 

36.7 

25 

29.7 

30.8 

31.8 

32.8 

33.8 

26 

27.4 

28.5 

29.4 

30.4 

31.3 

27 

25.5 

26.4 

27.3 

28.2 

29.0 

28 

23.7 

24.6 

25.4 

26.2 

27.0 

29 

22.1 

22.9 

23.7 

24.4 

25.2 

30 

20.6 

21.4 

22.1 

22.8 

23.5 

31 

19.3 

20.1 

20.7 

21.4 

22.0 

32 

18.1 

18.8 

19.4 

20.0 

20.7 

33 

17.0 

17.7 

18.3 

18.8 

19.4 

34 

16.0 

16.7 

17.2 

17.8 

18.3 

35 

15.1 

15.7 

16.2 

16.8 

17.3 

36 

14.3 

14.9 

15.4 

15.8 

16.3 


For spacings above the dotted lines the safe loads for bending are greater than 
the safe loads for web crippling, as explained and shown on pages 76 to 78 inclusive. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity ofloadingfrom table 

" New intensity of loading X Computed spacing from table. 

























CAMBRIA STEEL. 


117 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


SPECIAL I-BEAM. 


between 
supports 
in feet. 

24 Inch No. B 127. 

105 

lbs. 

110 

lbs. 

115 

lbs. 

10 

249.9 

256.3 

262.7 

11 

206.5 

211.8 

217.1 

12 

173.5 

178.0 

182.4 

13 

147.9 

151.7 

155.4 

14 

127.5 

130.8 

134.0 

15 

111.1 

113.9 

116.8 

16 

97.6 

100.1 

102.6 

17 

86.5 

88.7 

90.9 

18 

77.1 

79.1 

81.1 

19 

69.2 

71.0 

72.8 

20 

62.5 

64.1 

65.7 

21 

56.7 

58.1 

59.6 

22 

51.6 

53.0 

54.3 

23 

47.2 

48.4 

49.6 

24 

43.4 

44.5 

45.6 

25 

40.0 

41.0 

42.0 

26 

37.0 

37.9 

38.8 

27 

34.3 

35.1 

36.0 

28 

31.9 

32.7 

33.5 

29 

29.7 

30.5 

31.2 

30 

27.8 

28.5 

29.2 

31 

26.0 

26.7 

27.3 

32 

24.4 

25.0 

25.6 

33 

22.9 

23.5 

24.1 

34 

21.6 

22.2 

22.7 

35 

20.4 

20.9 

21.4 

36 

19.3 

19.8 

20.3 


For Spacings above the dotted lines the safe loads for bending are greater 
than the safe loads for web crippling, as explained on pages 76 to 78 inclusive. 

Spacings for other intensities of loading may be obtained from those in 
tables as follows: 

g Int.D.ityoflo.din 8 fromabl. x uted spacingfrom tobIe . 

New intensity of loading 


Required spacing 
























118 


CAMBRIA STEEL. 


MAXIMUM BENDING MOMENTS IN FOOT 
POUNDS FOR CAMBRIA I-BEAMS. 


Section 

Num¬ 

ber. 

Depth 

Weight 

per 

Maximum Bending 
Moment. 

Section 

Depth 

of 

Weight 

per 

of 

Foot Pounds. 

Beam. 

Foot. 

Fibre 
Stress 
16000 lbs. 

Fibre 

Stress 

12 500 lbs. 

Num¬ 

ber. 

Beam. 

Foot. 


Inches. 

Pounds. 

per Sq. In. 

per Sq. In. 


Inches. 

Pounds. 

B 5 

3 

5.5 

2270 

1770 

B 53 

15 

42 

U 

a 

6.5 

2400 

1880 

a 

u 

45 

a 

u 

7.5 

2530 

1980 

a 

U 

50 

B 9 

a 

4 

U 

7.5 

8.5 

4000 

4270 

3130 

3330 

a 

u 

a 

u 

55 

60 

a 

a 

9.5 

4530 

3540 

B109 

15 

60 

u 

U 

10.5 

4800 

3750 

U 

U 

65 

B 13 

5 

9.75 

6400 

5000 

a 

a 

70 

U 

U 

12.25 

7200 

5630 

u 

u 

75 

(i 

U 

14.75 

8130 

6350 

u 

u 

80 

B 17 

6 

12.25 

9730 

7600 

B113 

15 

80 

U 

U 

14.75 

10670 

8330 

U 

<( 

85 

a 

U 

17.25 

11600 

9060 

U 

u 

U 

U 

90 

95 

B 21 

U 

7 

« 

15 

17.5 

13870 

14930 

10830 

11670 

u 

u 

100 

U 

« 

20 

16130 

12600 

B 65 

18 

U 

55 

60 

B 25 

8 

18 

18930 

14790 


u 

65 

U 

U 

a 

u 

20.25 

22.75 

20000 

21330 

15630 

16670 

« 

u 

70 

u 

u 

25.25 

22670 

17710 

B 73 

20 

65 

B 29 

a 

9 

U 

21 

25 

25200 

27200 

19690 

21250 

U 

U 

u 

u 

70 

75 

u 

tc 

30 

30130 

23540 

B121 

20 

80 

u 


35 

33070 

25830 

a 

a 

85 

B 33 

10 

25 

32530 

25420 

u 

a 

u 

a 

90 

95 

100 

U 

U 

« 

u 

30 

35 

35730 

39070 

27920 

30520 

u 

a 

a 

u 

40 

42270 

33020 

B 89 

24 

80 

B 41 

12 

31.5 

48000 

37500 

U 

U 

85 

U 

a 

35 

50670 

39580 

(C 

a 

90 

a 

B105 

a 

12 

40 

40 

54670 

59730 

42710 

46670 

u 

a 

a 

u 

95 

100 

a 

U 

45 

63470 

49580 

B127 

24 

105 

u 

u 

50 

67470 

52710 

a 

' U 

110 

u 

u 

55 

71330 

55730 

u 

u 

115 


Maximum Bending 
Moment. 


Foot Pounds. 


Fibre 
Stress 
16000 lbs. 


Fibre 
Stress 
12 500 lbs. 


per Sq. In. per Sq. In. 


78530 

81070 

86000 

90800 

95730 

108270 

113070 

118000 

122930 

127730 

140270 

145070 

150000 

154800 

159730 

117870 

124670 

130530 

136530 

156000 

162670 

169200 

195470 

201200 

207730 

214270 

220800 

231870 

240930 

248670 

256530 

264400 

312380 

320380 


61350 

63330 

67190 

70940 

74790 

84580 

88330 

92190 

96040 

99790 

109580 

113330 

117190 

120940 

124790 

92080 

97400 

101980 

106670 

121880 

127080 

132190 

152710 

157190 

162290 

167400 

172500 

181150 

188230 

194270 

200420 

206560 

244050 

250300 

256550 


















































CAMBRIA STEEL. 119 


MAXIMUM BENDING MOMENTS IN FOOT 
POUNDS FOR CAMBRIA CHANNELS. 


Section 

Num¬ 

ber. 

Depth 

of 

Chan¬ 

nel. 

Weight 

per 

Foot. 

Maximum Bending 
Moment. 

Section 

Num¬ 

ber. 

Depth 

of 

Chan¬ 

nel. 

Weight 

per 

Foot. 

Maiimum Bending 
Moment. 

Foot Pounds. 

Foot Pounds. 

Fibre 

Stress 

16 000 lbs. 
per Sq. In. 

Fibre 
Stress 
12500 lbs. 
per Sq. In. 

Fibre 
Stress 
16000 lbs. 
per Sq. In. 

Fibre 
Stress 
12500 lbs. 
per Sq. In. 

Inches. 

Pounds. 

Inches. 

Pounds. 

C 5 

3 

4 

1470 

1150 

C29 

9 

13.25 

14000 

10940 

U 

a 

5 

1600 

1250 

a 

U 

15 

15070 

11770 

a 

a 

6 

1870 

1460 

a 

U 

20 

18000 

14060 






« 

a 

25 

20930 

16350 

C 9 

4 

5.25 

2530 

1980 






a 

a 

6.25 

2800 

2190 

C33 

10 

15 

17870 

13960 

u 

a 

7.25 

3070 

2400 

« 

a 

20 

20930 

16350 






a 

a 

25 

24270 

18960 

C13 

5 

6.5 

4000 

3130 

« 

u 

30 

27470 

21460 

u 

a 

9 

4670 

3650 

a 

a 

35 

30800 

24060 

(l 

a 

11.5 

5600 

4380 











C41 

12 

20.5 

28530 

22290 

C17 

6 

8 

5730 

4480 

a 

a 

25 

32000 

25000 

a 

u 

10.5 

6670 

5210 

u 

u 

30 

35870 

28020 

a 

a 

13 

7730 

6040 

a 

u 

35 

39870 

31150 

u 

u 

15.5 

8670 

6770 

a 

u 

40 

43730 

34170 

C21 

7 

9.75 

8000 

6250 

C53 

15 

33 

55600 

43440 

a 

u 

12.25 

9200 

7190 

a 

a 

35 

56930 

44480 

a 

« 

14.75 

10400 

8130 

« 

u 

40 

61730 

48230 

a 

u 

17.25 

11470 

8960 

u 

a 

45 

66670 

52080 

u 

u 

19.75 

12670 

9900 

a 

u 

50 

71600 

55940 






a 

u 

55 

76530 

59790 

C25 

8 

11.25 

10800 

8440 






U 

a 

13.75 

12000 

9380 

C65 

18 

45 

86530 

67600 

a 

u 

16.25 

13330 

10420 

a 

a 

50 

92310 

72130 

a 

u 

18.75 

14670 

11460 

u 

a 

55 

98070 

76620 

« 

a 

21.25 

15870 

12400 

u 

a 

60 

104190 

81410 










































120 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. — 


Safe loads below are figured for fibre stress of 16 000 pounds C 
per square inch and include weight of angle. 




Section No. A 11. 


Distance between 

x 1*" 

supports in 

i// 

8 

3 n 

16 

4 

5 " 

16 

feet. 

1.23 lbs. 

1.80 lbs. 

2.34 lbs. 

2.86 lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

390 

560 

720 

860 

3 

260 

370 

480 

580 

4 

190 

280 

360 

430 

5 

150 

220 

290 

350 

6 

130 

190 

240 

290 

7 

110 

160 

200 

250 

8 

100 

140 

180 

220 

9 

90 

120 

160 

190 


Section No. A 40. 

Distance between 

If" x If" 

supports in 

3 // 

16 

\n 

4 

5 U 

16 

3 // 

8 

feet. 

2.12 lbs. 

2.77 lbs. 

3.39 lbs. 

3.99 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

2 

770 

990 

1200 

1400 

3 

510 

660 

800 

940 

4 

380 

500 

600 

700 

5 

310 

400 

480 

560 

6 

260 

330 

400 

470 

7 

220 

280 

340 

400 

8 

190 

250 

300 

350 

9 

170 

220 

270 

310 

10 

150 

200 

240 

280 


Distance between 

supports in 

feet. 


Section No. A 15 

• 


2" x 2" 

3 " 

16 

l n 

4 

5 n 

16 

3/1 

8 

7 // 

16 

i// 

2 

2.44 lbs. 
per ft. 

3.19 lbs. 
per ft. 

3.92 lbs. 
per ft. 

4.7 lbs. 
per ft. 

5.3 lbs. 
per ft. 

6.0 lbs. 
per ft. 

2 

1020 

1320 

1600 

1870 

2130 

2380 

3 

680 

880 

1070 

1250 

1420 

1590 

4 

510 

660 

800 

940 

1070 

1190 

5 

410 

530 

640 

750 

850 

950 

6 

340 

440 

530 

620 

710 

790 

7 

290 

380 

460 

540 

610 

680 

8 

250 

330 

400 

470 

530 

600 

9 

230 

290 

360 

420 

470 

530 

10 

200 

260 

320 

370 

430 

480 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 


































































































CAMBRIA STEEL. 121 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. £ 


Distance between 

Section No. A 41. 



2\" X 2\" 



supports in 






feet. 

16 

4 

16 

8 

16 







2.75 lbs. 

3.62 lbs. 

4-5 lbs. 

5.3 lbs. 

6.1 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

1300 

1690 

2060 

2410 

2750 

3 

870 

1120 

1370 

1610 

1830 

4 

650 

840 

1030 

1210 

1380 

5 

520 

670 

820 

960 

1100 

6 

430 

560 

690 

800 

920 

7 

370 

480 

590 

690 

790 

8 

320 

420 

510 

600 

690 

9 

290 

380 

460 

540 

610 

10 

260 

340 

410 

480 

550 

11 

240 

310 

370 

440 

500 

12 

220 

280 

340 

400 

460 


Distance 

between 

supports 

in feet. 


Section No. A 17 





2 |" 

k2Y' 



3 n 

16 

i // 

4 

5 H 

16 

31 / 

8 

7 n 

16 

1 n 

2 

3.07 lbs.l 
per ft. 

4.1 lbs. 
per ft. 

5.0 lbs. 
per ft. 

5.9 lbs. 
per ft. 

6.8 lbs. 
per ft. 

7.7 lbs. 
per ft. 

2 

1610 

2100 

2570 

3020 

3450 

3860 

3 

1080 

1400 

1710 

2010 

2300 

2580 

4 

810 

1050 

1290 

1510 

1720 

1930 

5 

650 

840 

1030 

1210 

1380 

1550 

6 

540 

700 

860 

1010 

1150 

1290 

7 

460 

600 

730 

860 

990 

1100 

8 

400 

530 

640 

760 

860 

970 

9 

360 

470 

570 

670 

770 

860 

10 

320 

420 

510 

600 

690 

770 

11 

290 

380 

470 

550 

630 

700 

12 

270 

350 

430 

500 

580 

640 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 


































































122 

CAMBRIA STEEL. 




SAFE LOADS 

IN POUNDS UNIFORMLY DIS- 


TRIBUTED FOR 

CAMBRIA ANGLES. 




EQUAL LEGS. 




NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 1G 000 pounds 





ner snuare inch and include weight ol angle. 



f 










Distance between 


Section No. A 43 

• 













21 " x 21" 




supports in 

feet. 








3 n 

16 

in 

4 

5 n 

16 

3 n 

8 

7 n 

16 

1 n 

2 

3.39 lbs. 

4.5 lbs. 

5.6 lbs. 

6.6 lbs. 

7.6 lbs. 

8.5 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

1970 

2570 

3140 

3700 

4230 

4470 

3 

1310 

1710 

2090 

2460 

2820 

3160 

4 

980 

1280 

1570 

1850 

2110 

2370 

5 

790 

1030 

1260 

1480 

1690 

1900 

6 

660 

860 

1050 

1230 

1410 

1580 

7 

560 

730 

900 

1060 

1210 

1360 

8 

490 

640 

790 

920 

1060 

1190 

9 

440 

570 

700 

820 

940 

1050 

10 

390 

510 

630 

740 

850 

950 

11 

360 

470 

570 

670 

770 

860 

12 

330 

430 

520 

620 

710 

790 

Distance 

Section No. A 19. 

between 

3" x 3" 

supports 

i n 

5 n 

3// 

7 n 

1 n 

9 It 


4 

16 

8 

16 

2 

16 


in feet 

4.9 lbs. 

6.1 lbs. 

7.2 lbs. 

8-3 lbs. 

9.4 lbs. 

10.4 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

3080 

3770 

4440 

5090 

5720 

6320 

3 

2050 

2510 

2960 

3390 

3810 

4210 


4 

1540 

1890 

2220 

2540 

2860 

3160 

5 

1230 

1510 

1780 

2040 

2290 

2530 

6 

1030 

1260 

1480 

1700 

1910 

2110 

7 

880 

1080 

• 1270 

1450 

1630 

1810 

8 

770 

940 

1110 

1270 

1430 

1580 

9 

680 

840 

990 

1130 

1270 

1410 

10 

620 

750 

890 

1020 

1140 

1260 

11 

560 

690 

810 

930 

1040 

1150 

12 

510 

630 

740 

850 

950 

1050 

For safe loads below heavy lines the deflections will 

be greater 

than the 

allowable limit for plastered ceilings 

= ala span. 
















































































CAMBRIA STEEL. 123 


SAFE LOADS 

IN POUNDS 

UNIFORMLY 

DIS 



TRIBUTED FOR CAMBRIA 

ANGLES 

• 






EQUAL 

LEGS. 






NEUTRAL AXIS PARALLEL TO ETTHER. LEO 
















oaie ioaas Deiow are ngurea tor libre stress ot lb UUU Dounds 

< 



per square inch and include weight of angle. 








Section No. A 21. 

Distance 
between 
supports 
in feet. 

3i" x 3*" 

16 

*" 

7 n 
16 

1 n 

2 

JL" 

16 

5// 

8 

n// 

16 

4 

if" 

F 

7.2 

8.5 

9.8 

11.1 

12.4 

13.6 

14.8 

16.0 

17.1 

18.3 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

5200 

6140 

7050 

7940 

8800 

9630 

10440 

11230 

12010 

12760 

3 

3470 

4100 

4700 

5290 

5860 

6420 

6960 

7490 

8000 

8510 

4 

2600 

3070 

3530 

3970 

4400 

4810 

5220 

5620 

6000 

6380 

5 

2080 

2460 

2820 

3180 

3520 

3850 

4180 

4490 

4800 

5110 

6 

1730 

2050 

2350 

2650 

2930 

3210 

3480 

3740 

4000 

4250 

7 

1490 

1760 

2020 

2270 

2510 

2750 

2980 

3210 

3430 

3650 

8 

1300 

1540 

1760 

1980 

2200 

2410 

2610 

2810 

3000 

3190 

9 

1160 

1370 

1570 

1760 

1950 

2140 

2320 

2500 

2670 

2840 

10 

1040 

1230 

1410 

1590 

1760 

1930 

2090 

2250 

2400 

2550 

11 

950 

1120 

1280 

1440 

1600 

1750 

1900 

2040 

2180 

2320 

12 

870 

1020 

1180 

1320 

1470 

1600 

1740 

1870 

2000 

2130 

13 

800 

950 

1090 

1220 

1350 

1480 

1610 

1730 

1850 

1960 

14 

740 

880 

1010 

1130 

1260 

1380 

1490 

1610 

1720 

1820 

15 

690 

820 

940 

1060 

1170 

1280 

1390 

1500 

1600 

1700 

16 

650 

770 

880 

990 

1100 

1200 

1310 

1400 

1500 

1600 


Section No. A 23. 

Distance 

between 

supports 

4" x 4" 

5 n 
16 

t" 

7 " 
16 

r 

9 " 
T6 

i" 

ii// 

16 

£// 

4 

13// 

16 

F 

8.2 

9.8 

11.3 

12.8 

14.3 

15.7 

17.1 

18.5 

19.9 

21.2 

m feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

6870 

8120 

9340 

10530 

11690 

12810 

13910 

14980 

16030 

17060 

3 

4580 

5420 

6230 

7020 

7790 

8540 

9270 

9990 

10690 

11370 

4 

3430 

4060 

4670 

5270 

5840 

6410 

6960 

7490 

8020 

8530 

5 

2750 

3250 

3740 

4210 

4670 

5130 

5560 

5990 

6410 

6820 

6 

2290 

2710 

3120 

3510 

3900 

4270 

4640 

4990 

5340 

5690 

7 

1960 

2320 

2670 

3010 

3340 

3660 

3970 

4280 

4580 

4870 

8 

1720 

2030 

2340 

2630 

2920 

3200 

3480 

3740 

4010 

4260 

9 

1530 

1810 

2080 

2340 

2600 

2S50 

3090 

3330 

3560 

3790 

10 

1370 

1620 

1870 

2110 

2340 

2560 

2780 

3000 

3210 

3410 

11 

1250 

1480 

1700 

1910 

2130 

2330 

2530 

2720 

2910 

3100 

12 

1140 

1350 

1560 

1760 

1950 

2140 

2320 

2500 

2670 

2840 

13 

1060 

1250 

1440 

1620 

1800 

1970 

2140 

2300 

2470 

2620 

14 

980 

1160 

1340 

1500 

1670 

1830 

1990 

2140 

2290 

2440 

15 

920 

1080 

1250 

1400 

1560 

1710 

1860 

2000 

2140 

2270 

16 

860 

1020 

1170 

1320 

1460 

1600 

1740 

1870 

2000 

2130 

For safe loads below heavy lines the deflections will be greater than 

the 

allowable limit for plastered ceilings = 

geo span. 










































































































- — 


124 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds (- 

per square inch and include weight of angle. 


Distance between 
supports in 
feet. 

Section No. A 47. 

5" x 5" 

1" 

7 // 

T6 

i" 

A" 

r 

it// 

T6 

12.3 lbs. 
per ft. 

14.3 lbs. 
per ft. 

16.2 lbs. 
per ft. 

18.1 lbs. 
per ft. 

20.0 lbs. 
per ft. 

21.8 lbs. 
per ft. 

2 

12910 

14900 

16830 

18720 

20570 

22380 

3 

8610 

9930 

11220 

12480 

13710 

14920 

4 

6460 

7450 

8410 

9360 

10280 

11190 

5 

5170 

5960 

6730 

7490 

8230. 

8950 

6 

4310 

4960 

5610 

6240 

6860 

7460 

7 

3690 

4260 

4810 

5350 

5880 

6390 

8 

3230 

3720 

4210 

4680 

5140 

5600 

9 

2870 

3310 

3740 

4160 

4570 

4970 

10 

2580 

2980 

3370 

3740 

4110 

4480 

11 

2350 

2710 

3060 

3400 

3740 

4070 

12 

2150 

2480 

2800 

3120 

3430 

3730 

13 

1990 

2290 

2590 

2880 

3160 

3440 

14 

1850 

2130 

2400 

2670 

2940 

3200 

15 

1720 

1990 

2240 

2500 

2740 

2980 

16 

1610 

1860 

2100 

2340 

2570 

2800 

17 

1520 

1750 

1980 

2200 

2420 

2630 

18 

1440 

1660 

1870 

2080 

2290 

2490 


Distance 


Section No. A 27. 


6" x 6' 


between 
sup¬ 
ports 
in feet. 

1" 

A" 

i" 

JL" 

16 

r 

H" 

i" 

W' 

1" 

l A" 
16 

1 " 

14.9 

lbs. 
per ft. 

17.2 

lbs. 

per ft. 

19.6 

lbs. 

per ft. 

21.9 

lbs. 

per ft. 

24.2 

lbs. 
per ft. 

26.5 

lbs. 

per ft. 

28.7 

lbs. 

per ft. 

31.0 

lbs. 

per ft. 

33.1 

lbs. 

per ft. 

35.3 

lbs. 

per ft. 

37.4 

lbs. 

per ft. 

2 

18820 

21720 

24610 

27420 

30170 

32880 

35540 

38150 

40720 

43240 

45720 

3 

12550 

14480 

16400 

18280 

20120 

21920 

23690 

25430 

27150 

28830 

30480 

4 

9410 

10860 

12300 

13710 

15090 

16440 

17770 

19080 

20360 

21620 

22860 

5 

7530 

8690 

9840 

10970 

12070 

13150 

14220 

15260 

16290 

17300 

18290 

6 

6270 

7240 

8200 

9140 

10060 

10960 

11850 

12720 

13570 

14410 

15240 

7 

5380 

6210 

7030 

7830 

8620 

9390 

10150 

10900 

11630 

12360 

13060 

8 

4700 

5430 

6150 

6850 

7540 

8220 

8890 

9540 

10180 

10810 

11430 

9 

4180 

4830 

5470 

6090 

6710 

7310 

7900 

8480 

9050 

9610 

10160 

10 

3760 

4340 

4920 

5480 

6030 

6580 

7110 

7630 

8140 

8650 

9140 

11 

3420 

3950 

4470 

4990 

5490 

5980 

6460 

6940 

7400 

7860 

8310 

12 

3140 

3620 

4100 

4570 

5030 

5480 

5920 

6360 

6790 

7210 

7620 

13 

2900 

3340 

3790 

4220 

4640 

5060 

5470 

5870 

6260 

6650 

7030 

14 

2690 

3100 

3520 

3920 

4310 

4700 

50S0 

5450 

5820 

6180 

6530 

15 

2510 

2900 

3280 

3660 

4020 

4380 

4740 

5090 

5430 

5770 

6100 

16 

2350 

2720 

3080 

3430 

3770 

4110 

4440 

4770 

5090 

5410 

5720 

17 

2210 

2560 

2900 

3230 

3550 

3870 

4180 

4490 

4790 

5090 

5380 

18 

2090 

2410 

2730 

3050 

3350 

3650 

3950 

4240 

4520 

4810 

5080 

19 

1980 

2290 

2590 

2890 

-3180 

3460 

3740 

4020 

4290 

4550 

4810 

20 

1880 

2170 

2460 

2740 

3020 

3290 

3550 

3820 

4070 

4320 

4570 

21 

1790 

2070 

2340 

2610 

2870 

3130 

3390 

3630 

3880 

4120 

4350 

22 

1710 

1970 

2240 

2490 

2740 

2990 

3230 

3470 

3700 

3930 

4160 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 






























































































CAMBRIA STEEL 


126 


% * 

SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


EQUAL LEGS. 


NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Section No. A 35. 


Distance 

between 


8" x 8" 


sup¬ 

ports 

r 

A" 

r 

W' 

z" 

2 

12" 

16 

r 

W' 

1" 

W' 

ir 

in feet. 

26.4 

29.6 

32.7 

35.8 

38.9 

42.0 

45.0 

48.1 

51.0 

54.0 

56.9 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

4 

22310 

24910 

27470 

30000 

32490 

34950 

37370 

39760 

42120 

44450 

46750 

6 

17850 

19920 

21980 

24000 

25990 

27960 

29900 

31810 

33700 

35560 

37400 

6 

14880 

16600 

18310 

20000 

21660 

23300 

24920 

26510 

28080 

29630 

31160 

7 

12750 

14230 

15700 

17140 

18570 

19970 

21360 

22720 

24070 

25400 

26710 

8 

11160 

12450 

13740 

15000 

16250 

17480 

18690 

19880 

21060 

22220 

23370 

9 

9920 

11070 

12210 

13330 

14440 

15530 

16610 

17670 

18720 

19760 

20780 

10 

8930 

9960 

10990 

12000 

13000 

13980 

14950 

15910 

16850 

17780 

18700 

11 

8110 

9060 

9990 

10910 

11820 

12710 

13590 

14460 

15320 

16160 

17000 

12 

7440 

8300 

9160 

10000 

10830 

11650 

12460 

13250 

14040 

14820 

15580 

13 

6870 

7660 

8450 

9230 

10000 

10750 

11500 

12240 

12960 

13680 

14380 

14 

6380 

7120 

7850 

8570 

9280 

9990 

10680 

11360 

12030 

12700 

13360 

16 

5950 

6640 

7330 

8000 

8660 

9320 

9970 

10600 

11230 

11850 

12470 

16 

5580 

6230 

6870 

7500 

8120 

8740 

9340 

9940 

10530 

11110 

11690 

17 

5250 

5860 

6460 

7060 

7650 

8220 

8790 

9360 

9910 

10460 

11000 

18 

4960 

5530 

6100 

6670 

7220 

7770 

8310 

8840 

9360 

9880 

10390 

19 

4700 

5240 

5780 

6320 

6840 

7360 

7870 

8370 

8870 

9360 

9840 

20 

4460 

4980 

5490 

6000 

6500 

6990 

7470 

7950 

8420 

8890 

9350 

21 

4250 

4740 

5230 

5710 

6190 

6660 

7120 

7570 

8020 

8470 

8900 

22 

4060 

4530 

4990 

5450 

5910 

6350 

6800 

7230 

7660 

8080 

8500 

23 

3880 

4330 

4780 

5220 

5650 

6080 

6500 

6920 

7330 

7730 

8130 

24 

3720 

4150 

4580 

5000 

5420 

5830 

6230 

6630 

7020 

7410 

7790 

25 

3570 

3980 

4400 

4800 

5200 

5590 

5980 

6360 

6740 

7110 

7480 

26 

3430 

3830 

4230 

4620 

5000 

5380 

5750 

6120 

6480 

6840 

7190 

27 

3310 

3690 

4070 

4440 

4810 

5180 

5540 

5890 

6240 

6590 

6930 

28 

3190 

3560 

3920 

4290 

4640 

4990 

5340 

5680 

6020 

6350 

6680 

29 

3080 

3440 

3790 

4140 

4480 

4820 

5160 

5480 

5810 

6130 

6450 

30 

2980 

3320 

3660 

4000 

4330 

4660 

4980 

5300 

5620 

5930 

6230 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

































































126 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds - 
per square inch and include weight of angle. C 


Distance 

between 

Section No. A 91. 

Section No. A 129 




2\" 

x 2" 



3" x 2" 

3 n 

l n 

5 n 

3 n 

7 n 

l n 

3 // 

l n 

5 n 

3 II 

7 n 

l n 


16 

4 

16 

8 

16 

2 

16 

4 

16 

8 

16 

2 

supports 

2.75 

3.62 

4.5 

5.3 

6.1 

6.8 

3.07 

4.1 

5-0 

5.9 

6.8 

7.7 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per 

per 

per 

per 

per 

per 

per 

per 

per 

per 

per 

per 


foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

2 

1050 

1360 

1650 

1930 

2200 

2460 

1070 

1390 

1690 

1980 

2260 

2530 

3 

700 

900 

1100 

1290 

1470 

1640 

710 

920 

1120 

1320 

1510 

1690 

4 

520 

680 

830 

970 

1100 

1230 

530 

690 

840 

990 

1130 

1260 

5 

420 

540 

660 

770 

880 

990 

430 

550 

670 

790 

900 

1010 

6 

350 

450 

550 

640 

730 

820 

360 

460 

560 

660 

750 

840 

7 

300 

390 

470 

550 

630 

700 

310 

400 

480 

570 

650 

720 

8 

260 

340 

410 

480 

550 

620 

270 

350 

420 

500 

560 

630 

9 

230 

290 

360 

420 

480 

540 

240 

310 

370 

440 

500 

560 

10 

210 

260 

330 

380 

430 

490 

210 

280 

340 

400 

450 

510 

11 

190 

240 

300 

340 

390 

440 

190 

250 

310 

360 

410 

460 

12 

170 

220 

270 

320 

360 

400 

180 

230 

280 

330 

380 

420 


Distance 

Section No. A 93. 

between 



3"x 

21" 



supports 

l n 

5 n 

3 n 

7 U 

l // 

9 n 


4 

16 

8 

16 

2 

16 

in feet. 








4.5 lbs. 

5.6 lbs. 

6-6 lbs. 

7.6 lbs. 

8.5 lbs. 

9.5 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

2160 

2640 

3100 

3540 

3970 

4380 

3 

1440 

1760 

2060 

2360 

2650 

2920 

4 

1080 

1320 

1550 

1770 

1980 

2190 

5 

860 

1050 

1240 

1420 

1590 

1750 

6 

720 

880 

1030 

1180 

1320 

1460 

7 

620 

750 

880 

1010 

1130 

1250 

8 

540 

660 

770 

890 

990 

1100 

9 

480 

590 

690 

790 

880 

970 

10 

430 

530 

620 

710 

790 

880 

11 

390 

480 

560 

640 

720 

800 

12 

360 

440 

520 

590 

660 

730 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 




































































































CAMBRIA STEEL. 


127 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Distance 


Section No. A 95. 


between 




3 

i/r 91 // 

X & 2 




supports 

1 " 

4 

5 ft 
16 

r 

7 ft 
T 6 

r 

A" 

5 ." 

8 

ii// 

TT> 

i" 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.5 

12.5 

13.4 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

2200 

2690 

3160 

3610 

4050 

4480 

4890 

5300 

5700 

3 

1460 

1790 

2110 

2410 

2700 

2990 

3260 

3530 

3800 

4 

1100 

1340 

1580 

1810 

2030 

2240 

2450 

2650 

2850 

5 

880 

1080 

1260 

1450 

1620 

1790 

1960 

2120 

2280 

6 

730 

900 

1050 

1200 

1350 

1490 

1630 

1770 

1900 

7 

630 

770 

900 

1030 

1160 

1280 

1400 

1510 

1630 

8 

550 

670 

790 

900 

1010 

1120 

1220 

1320 

1420 

9 

490 

600 

700 

800 

900 

1000 

1090 

1180 

1270 

10 

440 

540 

630 

720 

810 

900 

980 

1060 

1140 

11 

400 

490 

570 

660 

740 

810 

890 

960 

1040 

12 

370 

450 

530 

600 

680 

750 

820 

880 

950 


Distance 


Section No. A 97. 


3*" x 3" 


between 

supports 

in feet. 

A" 

1" 

7 ft 
16 

r 

*"] 

t" 

ii// 
T 6 ‘ 

I" 

tt" 

7// 

8 

6.6 

lbs. 

per ft. 

7.9 

lbs. 
per ft. 

9.1 

lbs. 

per ft. 

10.2 

lbs. 

per ft. 

11.4 

lbs. 

per ft. 

12.5 

lbs. 

per ft. 

13.6 

lbs. 

per ft. 

14.7 

lbs. 

per ft. 

15.8 

lbs. 

per ft. 

16.8 

lbs. 

per ft. 

2 

3850 

4540 

5200 

5840 

6460 

7070 

7660 

8230 

8790 

9350 

3 

2570 

3030 

3470 

3900 

4310 

4710 

5110 

5490 

5860 

6230 

4 

1930 

2270 

2600 

2920 

3230 

3530 

3830 

4120 

4400 

4670 

5 

1540 

1820 

2080 

2340 

2590 

2830 

3060 

3290 

3520 

3740 

6 

1280 

1510 

1730 

1950 

2150 

2360 

2550 

2740 

2930 

3120 

7 

1100 

1300 

1490 

1670 

1850 

2020 

2190 

2350 

2510 

2670 

8 

960 

1130 

1300 

1460 

1620 

1770 

1910 

2060 

2200 

2340 

9 

860 

1010 

1160 

1300 

1440 

1570 

1700 

1830 

1950 

2080 

10 

770 

910 

1040 

1170 

1290 

1410 

1530 

1650 

1760 

1870 

11 

700 

830 

950 

1060 

1180 

1290 

1390 

1500 

1600 

1700 

12 

640 

760 

870 

970 

1080 

1180 

1280 

1370 

1470 

1560 

13 

590 

700 

800 

900 

990 

1090 

1180 

1270 

1350 

1440 

14 

550 

650 

740 

830 

920 

1010 

1090 

1180 

1260 

1340 


For safe loads below heavy lines the deflections will be greater than the 


allowable limit for plastered ceilings = span. 




































































































128 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 f — 
pounds per square inch and include weight of angle. ' 


Section No. A 99. 


Distance 


4" x 3" 


between 
supports 
in feet. 


3" 

8 

7 // 
T6 

¥' 

JL" 

16 

t" 

ii// 

T6 

F 

W 

r 

7.2 

lbs. 

per ft. 

8.5 

lbs. 

per ft. 

9.8 
lbs. 
per ft. 

n.i 

lbs. 
per ft. 

12.4 

lbs. 

per ft. 

13.6 

lbs. 

per ft. 

14.8 

lbs. 

per ft. 

16.0 

lbs. 

per ft. 

17.1 

lbs. 
per ft. 

18.3 

lbs. 

per ft. 

2 

3920 

4620 

5290 

5950 

6580 

7200 

7810 

8400 

8980 

9550 

3 

2610 

3080 

3530 

3960 

4390 

4800 

5200 

5600 

5980 

6360 

4 

1960 

2310 

2650 

2970 

3290 

3600 

3900 

4200 

4490 

4770 

5 

1570 

1850 

2120 

2380 

2630 

2880 

3120 

3360 

3590 

3820 

6 

1310 

1540 

1760 

1980 

2190 

2400 

2600 

2800 

2990 

3180 

7 

1120 

1320 

1510 

1700 

1880 

2060 

2230 

2400 

2560 

2730 

8 

980 

1150 

1320 

1490 

1650 

1800 

1950 

2100 

2240 

2390 

9 

870 

1030 

1180 

1320 

1460 

1600 

1730 

1870 

1990 

2120 

10 

780 

920 

1060 

1190 

1320 

1440 

1560 

1680 

1800 

1910 

11 

710 

840 

960 

1080 

1200 

1310 

1420 

1530 

1630 

1740 

12 

650 

770 

880 

990 

1100 

1200 

1300 

1400 

1500 

1590 

13 

600 

710 

810 

910 

1010 

1110 

1200 

1290 

1380 

1470 

14 

560 

660 

760 

850 

940 

1030 

1120 

1200 

1280 

1360 


Section No. A 131. 


Distance 

between 


4" x 3i" 


supports 
in feet. 

Ju" 

16 

F 

7 // 
16 

r 

_9_" 

16 

r 

ii// 

T6 

7.7 lbs. 
per ft. 

9.1 lbs. 
per ft. 

10.6 lbs. 
per ft. 

11.9 lbs. 
per ft. 

13.3 lbs. 
per ft. 

14.7 lbs. 
per ft. 

16.0 lbs. 
per ft. 

2 

5300 

6260 

7190 

8090 

8970 

9760 

10650 

3 

3530 

4170 

4790 

5390 

5980 

6510 

7100 

4 

2650 

3130 

3590 

4040 

4480 

4880 

5320 

5 

2120 

2500 

2870 

3240 

3590 

3900 

4260 

6 

1770 

2090 

2400 

2700 

2990 

3250 

3550 

7 

1610 

1790 

2050 

2310 

2560 

2790 

3040 

8 

1320 

1560 

1800 

2020 

2240 

2440 

2660 

9 

1180 

1390 

1600 

1800 

1990 

2170 

2370 

10 

1060 

1250 

1440 

1620 

1790 

1950 

2130 

11 

960 

1140 

1310 

1470 

1630 

1770 

1940 

12 

880 

1040 

1200 

1350 

1490 

1630 

1770 

13 

820 

960 

1110 

1240 

1380 

1500 

1640 

14 

760 

890 

1030 

1160 

1280 

1390 

1520 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

































































































CAMBRIA STEEL. 




129 

SAFE 

LOADS 

IN POUNDS 

UNIFORMLY 

DIS- 




TRIBUTED FOR CAMBRIA 

ANGLES 

• 






UNEQUAL LEGS. 







NEUTRAL AXIS PARALLEL TO LONG LEG. 



n 


1 - 1 











1 

omc iu<ius uciuw are inured ior nore stress oi io uuu nounfls 



1 

per square inch and include weight of angle. 




1 _ 


J 



Section No. A 101. 

Distance 
between 
supports 
in feet. 

5" x 3" 

A" 

t" 

A" 

r 

A" 

r 

A" 

3." 

4 

W' 

1" 

8.2 

9.8 

11.3 

12.8 

14.3 

15.7 

17.1 

18.5 

19.9 

21.2 



lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 



per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 


2 

4020 

4740 

5430 

6110 

6770 

7410 

8040 

8660 

9270 

9870 


3 

2680 

3160 

3620 

4070 

4510 

4940 

5360 

5770 

6180 

6580 


4 

2010 

2370 

2720 

3060 

3380 

3710 

4020 

4330 

4630 

4940 


5 

1610 

1900 

2170 

2440 

2710 

2960 

3220 

3460 

3710 

3950 


6 

1340 

1580 

1810 

2040 

2260 

2470 

2680 

2890 

3090 

3290 


7 

1150 

1350 

1550 

1750 

1930 

2120 

2300 

2470 

2650 

2820 


8 

1000 

1180 

1360 

1530 

1690 

1850 

2010 

2160 

2320 

2470 


9 

890 

1050 

1210 

1360 

1500 

1650 

1790 

1920 

2060 

2190 

10 

800 

950 

1090 

1220 

1350 

1480 

1610 

1730 

1850 

1970 

11 

730 

860 

990 

1110 

1230 

1350 

1460 

1570 

1690 

1790 

12 

670 

790 

910 

1020 

1130 

1240 

1340 

1440 

1540 

1650 

13 

620 

730 

840 

940 

1040 

1140 

1240 

1330 

1430 

1520 

14 

570 

680 

780 

870 

970 

1060 

1150 

1240 

1320 

1410 

Distance 

between 




Section No. 

A 103. 

















5" x 3}” 

sup- 

5 n 
16 

f" 

7 n 
T6 

i" 

JL" 

16 

1 1 // 

ii'/ 

16 

I" 

13" 

16 

7// 

¥ 

W' 

ports 

8.7 

10.4 

12.0 

13.6 

15.2 

16.8 

18.3 

19.8 

21.3 

22.7 

24.2 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

5450 

6430 

7400 

8320 

9230 

10110 

10980 

11820 

12650 

13450 

14270 

3 

3630 

4290 

4930 

5550 

6150 

6740 

7320 

7880 

8430 

8970 

9510 

4 

2720 

3220 

3700 

4160 

4610 

5060 

5490 

5910 

6330 

6730 

7130 

5 

2180 

2570 

2960 

3330 

3690 

4050 

4390 

4730 

5060 

5380 

5710 

6 

1820 

2140 

2470 

2770 

3080 

3370 

3660 

3940 

4220 

4490 

4760 

7 

1560 

1840 

2110 

2380 

2640 

2890 

3140 

3380 

3610 

3850 

4080 

8 

1360 

1610 

1850 

2080 

2310 

2530 

2740 

2960 

3160 

3370 

3570 

9 

1210 

1430 

1640 

1850 

2050 

2250 

2440 

2630 

2810 

2990 

3170 

10 

1090 

1290 

1480 

1660 

1850 

2020 

2200 

2360 

2530 

2690 

2850 

11 

990 

1170 

1340 

1510 

1680 

1840 

2000 

2150 

2300 

2450 

2590 

12 

910 

1070 

1230 

1390 

1540 

1690 

1830 

1970 

2110 

2240 

2380 

13 

840 

990 

1140 

1280 

1420 

1560 

1690 

1820 

1950 

2070 

2190 

14 

780 

920 

1060 

1190 

1320 

1440 

1570 

1690 

1810 

1920 

2040 

For safe loads below heavy lines the deflections will be greater than the 

allowable limit for plastered ceilings = span. 

















































































































130 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


Distance between 


Section No. A 135. 

5" x 4" 



supports in 

feet. 

1 " 

JL" 

16 

r 

_9l" 

16 

¥' 

li" 

16 

11.0 

lbs. 
per ft. 

12.8 

lbs. 
per ft. 

14.5 

lbs. 
per ft. 

16.2 

lbs. 
per ft. 

17.8 

lbs. 
per ft. 

19.5 

lbs. 
per ft. 

2 

8370 

9630 

10860 

12050 

13220 

14360 

3 

5580 

6420 

7240 

8030 

8810 • 

9570 

4 

4180 

4810 

5430 

6030 

6610 

7180 

5 

3350 

3850 

4340 

4820 

5290 

5740 

6 

2790 

3210 

3620 

4020 

4410 

4790 

7 

2390 

2750 

3100 

3440 

3780 

4100 

8 

2090 

2410 

2710 

3010 

3300 

3590 

9 

1860 

2140 

2410 

2680 

2940 

3190 

10 

1670 

1930 

2170 

2410 

2640 

2870 

11 

1520 

1750 

1970 

2190 

2400 

2610 

12 

1390 

1600 

1810 

2010 

2200 

2390 

13 

1290 

1480 

1670 

1850 

2030 

2210 

14 

1200 

1380 

1550 

1720 

1890 

2050 

15 

1120 

1280 

1450 

1610 

1760 

1910 

16 

1050 

1200 

1360 

1510 

1650 

1790 


Distance 


Section No. A 105. 


6 " x 3$ 


n 


sup¬ 
ports 
in feet. 

3" 

8 

7 " 
T6 

r 

9 " 
16 

5" 

8 

li" 

16 

i" 

13'/ 

T 6 

7// 

8 

15// 

16 

1 " 

11.7 
lbs. 
per ft. 

13.5 

lbs. 

per ft. 

15.3 
lbs. 
per ft. 

17.1 

lbs. 

per ft. 

18.9 

lbs. 
per ft. 

20.6 

lbs. 
per ft. 

22.4 

lbs. 

per ft. 

24.0 

lbs. 

per ft. 

25.7 

lbs. 

per ft. 

27.3 

lbs. 

per ft. 

28.9 

lbs. 

per ft. 

2 

6570 

7550 

8500 

9430 

10340 

11230 

12100 

12960 

13800 

14640 

15470 

3 

4380 

5030 

5670 

6290 

6890 

7480 

8070 

8640 

9200 

9760 

10310 

4 

3280 

3770 

4250 

4720 

5170 

5610 

6050 

6480 

6900 

7320 

7730 

5 

2630 

3020 

3400 

3770 

4140 

4490 

4840 

5180 

5520 

5850 

6190 

6 

2190 

2520 

2830 

3140 

3450 

3740 

4030 

4320 

4600 

4880 

5160 

7 

1880 

2160 

2430 

2690 

2950 

3210 

3460 

3700 

3940 

4180 

4420 

8 

1640 

1890 

2120 

2360 

2580 

2810 

3020 

3240 

3450 

3660 

3870 

9 

1460 

1680 

1890 

2100 

2300 

2490 

2690 

2880 

3070 

3250 

3440 

10 

1310 

1510 

1700 

1890 

2070 

2250 

2420 

2590 

2760 

2930 

3090 

11 

1190 

1370 

1550 

1710 

1880 

2040 

2200 

2360 

2510 

2660 

2810 

12 

1090 

1260 

1420 

1570 

1720 

1870 

2020 

2160 

2300 

2440 

2580 

13 

1010 

1160 

1310 

1450 

1590 

1730 

1860 

1990 

2120 

2250 

2380 

14 

940 

1080 

1210 

1350 

1480 

1600 

1730 

1850 

1970 

2090 

2210 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3 J e span. 





























































































CAMBRIA STEEL. 




131 

SAFE 

LOADS IN POUNDS UNIFORMLY 

DIS- 




TRIBUTED FOR CAMBRIA 

ANGLES. 







UNEQUAL LEGS 

• 






NEUTRAL AXIS PARALLEL TO LONG LEG. 

















Safe loads below are figured for fibre stress of 16 000 nounds 

i 



per square inch and include weight of angle. 







Distance 




Section No. 

A 107. 





















6 

" X 4" 






between 


3" 

7 // 

l // 

9 // 

5 ff 

xi" 

3// 

13// 

7 // 

W' 

1" 

sup- 

8 

16 


16 

8 

16 

4 

16 

8 

ports 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per 

ft. 

2 

8550 

9840 

11100 

12320 

13520 

14690 

15840 

16970 

18070 

19160 

20230 

3 

5700 

6560 

7400 

8220 

9020 

9800 

10560 

11310 

12050 

12770 

13490 

4 

4280 

4920 

5550 

6160 

6760 

7350 

7920 

8480 

9040 

9580 

10120 

5 

3420 

3940 

4440 

4930 

5410 

5880 

6340 

6790 

7230 

7660 

8090- 

6 

2850 

3280 

3700 

4110 

4510 

4900 

5280 

5660 

6020 

6390 

6740 

7 

2440 

2810 

3170 

3520 

3860 

4200 

4530 

4850 

5760 

5470 

5780 

8 

2140 

2460 

2770 

3080 

3380 

3670 

3960 

4240 

4520 

4790 

5060 

9 

1900 

2190 

2470 

2740 

3010 

3270 

3520 

3770 

4020 

4260 

4500 

10 

1710 

1970 

2220 

2460 

2700 

2940 

3170 

3390 

3610 

3830 

4050 

11 

1550 

1790 

2020 

2240 

2460 

2670 

2880 

3080 

3290 

3480 

3680 

12 

1430 

1640 

1850 

2050 

2250 

2450 

2640 

2830 

3010 

3190 

3370 

13 

1320 

1510 

1710 

1900 

2080 

2260 

2440 

2610 

2780 

2950 

3110 

14 

1220 

1410 

1590 

1760 

1930 

2100 

2260 

2420 

2580 

2740 

2890 

15 

1140 

1310 

1480 

1640 

1800 

1960 

2110 

2260 

2410 

2550 

2700 

16 

1070 

1230 

1390 

1540 

1690 

1840 

1980 

2120 

2260 

2400 

2530 



Section No. A 109. 

Distance 

7" x 3*" 

between 

supports 

7 " 
16 

l " 

h 

A" 

r 

ii// 

16 

3// 

4 

W' 

7// 

8 

it" 

1" 

15.0 

17.0 

19.1 

21.0 

23.0 

24.9 

26.8 

28.7 

30.5 

32.3 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 



per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 


2 

7670 

8640 

9590 

10520 

11430 

12320 

13210 

14090 

14950 

15810 


3 

5110 

5760 

6390 

7010 

7620 

8220 

8810 

9390 

9960 

10540 


4 

3840 

4320 

4790 

5260 

5710 

6160 

6600 

7040 

7470 

7900 


5 

3070 

3460 

3840 

4210 

4570 

4930 

5280 

5630 

5980 

6320 


6 

2560 

2880 

3200 

3510 

3810 

4110 

4400 

4700 

4980 

5270 


7 

2190 

2470 

2740 

3010 

3270 

3520 

3770 

4020 

4270 

4520 

R 

1920 

2160 

2400 

2630 

2880 

3080 

3300 

3520 

3740 

3950 



1700 

1920 

2130 

2340 

2540 

2740 

2940 

3130 

3320 

3510 

10 

1530 

1730 

1920 

2100 

2290 

2460 

2640 

2820 

2990 

3160 

11 

1390 

1570 

1740 

1910 

2080 

2240 

2400 

2560 

2720 

2870 

12 

1280 

1440 

1600 

1750 

1900 

2050 

2200 

2350 

2490 

2630 

13 

1180 

1330 

1480 

1620 

1760 

1900 

2030 

2170 

2300 

2430 

14 

1100 

1230 

1370 

1500 

1630 

1760 

1890 

2010 

2140 

2260 

15 

1020 

1150 

1280 

1400 

1520 

1640 

1760 

1880 

1990 

2110 

16 

960 

1080 

1200 

1320 

1430 

1540 

1650 

1760 

1870 

1980 

For safe loads below heavy lines the deflections will be greater than the 

allowable limit for plastered ceilings = 

airs span. 













































































































132 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 


NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Section No. A 112. 


Distance g" g" 


between 


supports 

in feet. 

1" 

ft" 

t" 

ii" 

T5 

f" 

13" 

16 

r 

W' 

1" 

23.0 

25.7 

28.5 

31.2 

33.8 

36.5 

39.1 

41.7 

44.2 


lb3. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

4 

12770 

14230 

15670 

17080 

18460 

19830 

21170 

22490 

23790 

5 

10210 

11380 

12530 

13660 

14770 

15860 

16930 

17990 

19030 

6 

8510 

9480 

10440 

11380 

12310 

13220 

14110 

14990 

15860 

7 

7290 

8130 

8950 

9760 

10550 

11330 

12090 

12850 

13590 

8 

6380 

7110 

7830 

8540 

9230 

9910 

10580 

11240 

11890 

9 

5670 

6320 

6960 

7590 

8200 

8810 

9400 

9990 

10570 

10 

5100 

5690 

6260 

6830 

7380 

7930 

8460 

8990 

9510 

11 

4640 

5170 

5690 

6210 

6710 

7210 

7690 

8170 

8650 

12 

4250 

4740 

5220 

5690 

6150 

6610 

7050 

7490 

7930 

13 

3920 

4370 

4820 

5250 

5680 

6100 

6510 

6920 

7320 

14 

3640 

4060 

4470 

4880 

5270 

5660 

6040 

6420 

6790 

15 

3400 

3790 

4170 

4550 

4920 

5280 

5640 

5990 

6340 

16 

3190 

3550 

3910 

4270 

4610 

4950 

5290 

5620 

5940 

17 

3000 

3340 

3680 

4010 

4340 

4660 

4980 

5290 

5590 

18 

2830 

3160 

3480 

3790 

4100 

4400 

4700 

4990 

5280 

19 

2680 

2990 

3290 

3590 

3880 

4170 

4450 

4730 

5000 

20, 

2550 

2840 

3130 

3410 

3690 

3960 

4230 

4490 

4750 

21 

2430 

2710 

2980 

3250 

3510 

3770 

4030 

4280 

4530 

22 

2320 

2580 

2840 

3100 

3350 

3600 

3840 

4090 

4320 

23 

2220 

2470 

2720 

2970 

3210 

3440 

3680 

3910 

4130 

24 

2120 

2370 

2610 

2840 

3070 

3300 

3520 

3740 

3960 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 





















































CAMBRIA STEEL. 


133 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. r~~ 




Section No. A 91 

• 


Distance between 

x 2" 

supports in 

3 n 

i'/ 

5 n 

3// 

7 // 

l // 


16 

4 

16 

8 

16 

2 

feet. 

2.75 lbs. 

3.62 lbs. 

4.5 lbs. 

5.3 lbs. 

6.1 lbs. 

6.8 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

1560 

2030 

2490 

2920 

3330 

3730 

3 

1040 

1360 

1660 

1940 

2220 

2480 

4 

780 

1020 

1240 

1460 

1660 

1860 

5 

620 

810 

990 

1170 

1330 

1490 

6 

520 

680 

830 

970 

1110 

1240 

7 

450 

580 

710 

830 

950 

1070 

8 

390 

510 

620 

730 

830 

930 

9 

350 

450 

550 

650 

740 

830 

10 

310 

410 

500 

580 

670 

750 

11 

280 

370 

450 

530 

610 

680 

12 

260 

340 

410 

490 

560 

620 


Section No. A 129. 

Distance between 



3" i 

c 2" 



supports in 

3 n 

l // 

5 n 

3H 

7 II 

1" 


16 

4 

16 

8 

16 

2 

feet. 

3-07 lbs. 

4.1 lbs. 

5-0 lbs. 

5-9 lbs. 

6.8 lbs. 

7.7 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

2210 

2890 

3540 

4170 

4770 

5350 

3 

1470 

1930 

2360 

2780 

3180 

3570 

4 

1110 

1440 

1770 

2080 

2380 

2670 

5 

880 

1160 

1420 

1670 

1910 

2140 

6 

740 

960 

1180 

1390 

1590 

1780 

7 

630 

830 

1010 

1190 

1360 

1530 

8 

550 

720 

890 

1040 

1190 

1340 

9 

490 

640 

790 

930 

1060 

1190 

10 

440 

580 

710 

830 

950 

1070 

11 

400 

530 

640 

760 

870 

970 

12 

370 

4S0 

590 

690 

800 

890 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings — span. 




















































































134 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Section No. A 93. 


Distance between 


supports in 

feet. 

i// 

4 

5 n 

16 

3// 

8 

7 // 

16 

1 ft 

2 

9 // 

16 

4.5 lbs. 
per ft. 

5.6 lbs. 
per ft. 

6.6 lbs. 
per ft. 

7.6 lbs. 
per ft. 

8.5 lbs. 
per ft. 

9.5 lbs. 
per ft. 

2 

2990 

3670 

4320 

4950 

5560 • 

6140 

3 

2000 

2450 

2880 

3300 

3700 

4090 

4 

1500 

1840 

2160 

2470 

2780 

3070 

5 

1200 

1470 

1730 

1980 

2220 

2460 

6 

1000 

1220 

1440 

1650 

1850 

2050 

7 

860 

1050 

1230 

1410 

1590 

1760 

8 

750 

920 

1080 

1240 

1390 

1540 

9 

670 

820 

960 

1100 

1230 

1360 

10 

600 

730 

860 

990 

1110 

1230 

11 

540 

670 

790 

900 

1010 

1120 

12 

500 

610 

720 

820 

930 

1020 

13 

460 

560 

660 

760 

850 

940 

14 

430 

520 

620 

710 

790 

880 


Distance_ Section No. A 95. 


between 




3 

x 2 

i// 

2 





l n 

5 // 

3// 

7 // 

l // 

9 // 

5// 

ii// 

3// 

supports 

4 

1 6 

8 

16 

2 

16 

8 

16 

4 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.5 

12.5 

13.4 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

4020 

4940 

.5830 

6690 

7530 

8330 

9120 

9880 

10620 

3 

2680 

3300 

3890 

4460 

5020 

5560 

6080 

6580 

7080 

4 

2010 

2470 

2920 

3350 

3760 

4170 

4560 

4940 

5310 

5 

1610 

1980 

2330 

2680 

3010 

3330 

3650 

3950 

4250 

6 

1340 

1650 

1940 

2230 

2510 

2780 

3040 

3290 

3540 

7 

1150 

1410 

1670 

1910 

2150 

2380 

2600 

2820 

3030 

8 

9 

10 

1010 

1240 

1460 

1670 

1880 

2080 

2280 

2470 

2650 

890 

1100 

1300 

1490 

1670 

1850 

2030 

2190 

2360 

800 

990 

1170 

1340 

1510 

1670 

1820 

1980 

2120 

11 

730 

900 

1060 

1220 

1370 

1520 

1660 

1S00 

1930 

12 

670 

820 

970 

1120 

1250 

1390 

1520 

1650 

1770 

13 

620 

760 

900 

1030 

1160 

1280 

1400 

1520 

1630 

14 

570 

710 

830 

960 

1080 

1190 

1300 

1410 

1520 

15 

540 

660 

780 

890 

1000 

1110 

1220 

1320 

1420 

16 

500 

620 

730 

840 

940 

1040 

1140 

1230 

1330 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = g£ 0 span. 




























































































CAMBRIA STEEL. 




135 

SAFE 

LOADS 

IN POUNDS 

UNIFORMLY 

DIS- 




TRIBUTED FOR CAMBRIA 

ANGLES 







UNEQUAL LEGS 

• 






NEUTRAL AXIS PARALLEL TO SHORT LEG. 





Safe loads below are figured for fibre stress of 16 000 pounds 





per square inch and include weight ol anele. 




f 





















Section No. A 97. 






Distance 

between 
supports 
in feet. 





3*" 

x 3" 







5 // 
T6 

t" 

7 // 
T6 

r 

9 " 
16 

5" 

8 

it// 

T6 

i" 

12" 

16 

7// 

6.6 

7.9 

9.1 

10.2 

11.4 

12.5 

13.6 

14.7 

15.8 

16.8 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per 

ft. 

2 

5090 

6010 

6890 

7750 

8590 

9400 

10190 

10960 

11710 

12440 

3 

3390 

4000 

4600 

5170 

5730 

6270 

6790 

7300 

7800 

8290 

4 

2540 

3000 

3450 

3880 

4290 

4700 

5090 

5480 

5850 

6220 

5 

2040 

2400 

2760 

3100 

3440 

3760 

4080 

4380 

4680 

4980 

6 

1700 

2000 

2300 

2580 

2860 

3130 

3400 

3650 

3900 

4150 

7 

1450 

1720 

1970 

2220 

2450 

2690 

2910 

3130 

3340 

3550 

8 

1270 

1500 

1720 

1940 

2150 

2350 

2550 

2740 

2930 

3110 

9 

1130 

1330 

1530 

1720 

1910 

2090 

2260 

2430 

2600 

2760 

10 

1020 

1200 

1380 

1550 

1720 

1880 

2040 

2190 

2340 

2490 

11 

930 

1090 

1250 

1410 

1560 

1710 

1850 

1990 

2130 

2260 

12 

850 

1000 

1150 

1290 

1430 

1570 

1700 

1830 

1950 

2070 

13 

780 

920 

1060 

1190 

1320 

1450 

1570 

1690 

1800 

1910 

14 

730 

860 

980 

1110 

1230 

1340 

1460 

1570 

1670 

1780 

15 

680 

800 

920 

1030 

1150 

1250 

1360 

1460 

1560 

1660 

16 

640 

750 

860 

970 

1070 

1180 

1270 

1370 

1460 

1550 


Section No. A 99. 

Distance 

4" x 3" 

between 

supports 

-V' 

16 

1" 

7 " 
16 

i" 

JL" 

16 

r 

ii// 

T6 

r 

W 

¥' 

7.2 

85 

9.8 

11.1 

12.4 

13.6 

14.8 

16.0 

17.1 

18.3 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs 



per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per 

ft. 

2 

6580 

7780 

8940 

10070 

11170 

12240 

13280 

14300 

15290 

16260 

3 

4390 

5180 

5960 

6710 

7450 

8160 

8860 

9530 

10190 

10840 

4 

3290 

3890 

4470 

5040 

5590 

6120 

6640 

7150 

7650 

8130 

5 

2630 

3110 

3580 

4030 

4470 

4900 

5310 

5720 

6120 

6500 

6 

2190 

2590 

2980 

3360 

3720 

4080 

4430 

4770 

5100 

5420 

7 

1880 

2220 

2550 

2880 

3190 

3500 

3800 

4090 

4370 

4650 

8 

1640 

1940 

2240 

2520 

2790 

3060 

3320 

3580 

3820 

4060 

9 

1460 

1730 

1990 

2240 

2480 

2720 

2950 

3180 

3400 

3610 

10 

1320 

1560 

1790 

2010 

2230 

2450 

2660 

2860 

3060 

3250 

11 

1200 

1410 

1630 

1830 

2030 

2230 

2420 

2600 

2780 

2960 

12 

1100 

1300 

1490 

1680 

1860 

2040 

2210 

2380 

2550 

2710 

13 

1010 

1200 

1380 

1550 

1720 

1880 

2040 

2200 

2350 

2500 

14 

940 

1110 

1280 

1440 

1600 

1750 

1900 

2040 

2180 

2320 

15 

880 

1040 

1190 

1340 

1490 

1630 

1770 

1910 

2040 

2170 

16 

820 

970 

1120 

1260 

1400 

1530 

1660 

1790 

1910 

2030 

For safe loads below heavy lines the deflections will be greater than the 

allowable limit for plastered ceilings = 3 g<y span. 














































































































136 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 
UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. — 

Safe loads below are figured for fibre stress of 16 000 pounds ,— 

pe r square inch and include weight of angle. _ 

Section No. A 131. 


Distance between 


4" x 3£" 


supports in 


r 

7 // 
T6 

r 

_2_" 

16 

t" 

ii// 

16 

feet. 

7.7 

9.1 

10.6 

11.9 

13.3 

14.7 

16.0 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

6740 

7970 

9160 

10320 

11450 

12550 

13630 

3 

4490 

5310 

6110 

6880 

7640 

8370 

9080 

4 

3370 

3980 

4580 

5160 

5730 

6280 

6810 

6 

2690 

3190 

3660 

4130 

4580 

5020 

5450 

6 

2250 

2660 

3050 

3440 

3820 

4180 

4540 

7 

1920 

2280 

2620 

2950 

3270 

3590 

3890 

8 

1680 

1990 

2290 

2580 

2860 

3140 

3410 

9 

1500 

1770 

2040 

2290 

2550 

2790 

3030 

10 

1350 

1590 

1830 

2060 

2290 

2510 

2730 

11 

1220 

1450 

1670 

1880 

2080 

2280 

2480 

12 

1120 

1330 

1530 

1720 

1910 

2090 

2270 

13 

1040 

1230 

1410 

1590 

1760 

1930 

2100 

14 

960 

1140 

1310 

1470 

1640 

1790 

1950 

15 

900 

1060 

1220 

1380 

1530 

1670 

1820 

16 

840 

1000 

1150 

1290 

1430 

1570 

1700 


Section No. A 101. 


Distance 
between 
supports 
in feet. 

5" x 3" 

te " 

t" 

A" 

i// 

? 

_9_'/ 

16 

r 

n // 
16 

4 

W' 

7// 

8 

8.2 

lbs. 

per ft. 

9.8 

lbs. 
per ft. 

11.3 

lbs. 

per ft. 

12.8 

lbs. 

per ft. 

14.3 

lbs. 

per ft. 

15.7 

lbs. 

per ft. 

17.1 

lbs. 

per ft. 

18.5 

lbs. 
per ft. 

19.9 

lbs. 

per ft. 

21.2 

lbs. 

per ft. 

2 

10060 

11920 

13740 

15510 

17240 

18930 

20580 

22190 

23770 

25310 

3 

6710 

7950 

9160 

10340 

11490 

12620 

13720 

14790 

15850 

16870 

4 

5030 

5960 

6870 

7760 

8620 

9470 

10290 

11100 

11880 

12660 

5 

4020 

4770 

5500 

6210 

6900 

7570 

8230 

8880 

9510 

10120 

6 

3350 

3970 

4580 

5170 

5750 

6310 

6860 

7400 

7920 

8440 

7 

2870 

3410 

3930 

4430 

4930 

5410 

5880 

6340 

6790 

7230 

8 

2520 

2980 

3440 

3880 

4310 

4730 

5140 

5550 

5940 

6330 

9 

2240 

2650 

3050 

3450 

3830 

4210 

4570 

4930 

5280 

5620 

10 

2010 

2380 

2750 

3100 

3450 

3790 

4120 

4440 

4750 

5060 

11 

1830 

2170 

2500 

2820 

3130 

3440 

3740 

4030 

4320 

4600 

12 

1680 

1990 

2290 

2590 

2870 

3160 

3430 

3700 

3960 

4220 

13 

1550 

1830 

2110 

2390 

2650 

2910 

3170 

3410 

3660 

3890 

14 

1440 

1700 

1960 

2220 

2460 

2700 

2940 

3170 

3400 

3620 

15 

1340 

1590 

1830 

2070 

2300 

2520 

2740 

2960 

3170 

3370 

16 

1260 

1490 

1720 

1940 

2160 

2370 

2570 

2770 

2970 

3160 

17 

1180 

1400 

1620 

1830 

2030 

2230 

2420 

2610 

2800 

2980 

18 

1120 

1330 

1530 

1720 

1920 

2100 

2290 

2470 

2640 

2810 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 





















































































CAMBRIA STEEL. 


137 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Distance 

between 


Section No. A 103. 

5" x 3£" 


sup¬ 
ports 
in feet. 

A" 

t" 

A" 

i" 

A" 

r 

ii// 

T6 

r 

W' 

V' 

15// 

16 

8.7 

lbs. 

per ft. 

10.4 

lbs. 

per ft. 

12.0 

lbs. 
per ft. 

13.6 

lbs. 

per ft. 

15.2 

lbs. 

per ft. 

16.8 

lbs. 
per ft. 

18.3 

lbs. 
per ft. 

19.8 

lbs. 
per ft. 

21.3 

lbs. 

per ft. 

22.7 

lbs. 

per ft. 

24.2 

lbs. 

per ft. 

2 

10320 

12240 

14100 

15930 

17710 

19450 

21150 

22810 

24440 

26030 

27590 

3 

6880 

8160 

9400 

10620 

11810 

12970 

14100 

15210 

16290 

17350 

18400 

4 

5160 

6120 

7050 

7960 

8850 

9720 

10570 

11410 

12220 

13020 

13800 

5 

4130 

4890 

5640 

6370 

7080 

7780 

8460 

9120 

9780 

10410 

11040 

6 

3440 

4080 

4700 

5310 

5900 

6480 

7050 

7600 

8150 

8680 

9200 

7 

2950 

3500 

4030 

4550 

5060 

5560 

6040 

6520 

6980 

7440 

7880 

8 

2580 

3060 

3530 

3980 

4430 

4860 

5290 

5700 

6110 

6510 

6900 

9 

2290 

2720 

3130 

3540 

3940 

4320 

4700 

5070 

5430 

5780 

6130 

10 

2060 

2450 

2820 

3190 

3540 

3890 

4230 

4560 

4890 

5210 

5520 

11 

1880 

2220 

2560 

2900 

3220 

3540 

3850 

4150 

4440 

4730 

5020 

12 

1720 

2040 

2350 

2650 

2950 

3240 

3520 

3800 

4070 

4340 

4600 

13 

1590 

1880 

2170 

2450 

2720 

2990 

3250 

3510 

3760 

4000 

4240 

14 

1470 

1750 

2010 

2280 

2530 

2780 

3020 

3260 

3490 

3720 

3940 

15 

1380 

1630 

1880 

2120 

2360 

2590 

2820 

3040 

3260 

3470 

3680 

16 

1290 

1530 

1760 

1990 

2210 

2430 

2840 

2850 

3050 

3250 

3450 

17 

1210 

1440 

1660 

1870 

2080 

2290 

2490 

2680 

2880 

3060 

3250 

18 

1150 

1360 

1570 

1770 

1970 

2160 

2350 

2530 

2720 

2890 

3070 


Section No. A 135. 


Distance between 


5" x 4" 


supports in 
feet. 

1" 

’T&" 

r 

JL" 

16 

1" 

it// 

T6 

11.0 lbs. 
per ft. 

12.8 lbs. 
per ft. 

14.5 lbs. 
per ft. 

16.2 lbs. 
per ft. 

17.8 lbs. 
per ft. 

19.5 lbs. 
per ft. 

2 

12500 

14410 

16280 

18100 

19880 

21620 

3 

8330 

9610 

10850 

12070 

13250 

14420 

4 

6250 

7200 

8140 

9050 

9940 

10810 

5 

5000 

5760 

6510 

7240 

7950 

8650 

6 

4170 

4800 

5430 

6030 

6630 

7210 

7 

3570 

4120 

4650 

5170 

5680 

6180 

8 

3120 

3600 

4070 

4520 

4970 

5410 

9 

2780 

3200 

3620 

4020 

4420 

4810 

10 

2500 

2880 

3260 

3620 

3980 

4320 

11 

2270 

2620 

2960 

3290 

3610 

3930 

12 

2080 

2400 

2710 

3020 

3310 

3600 

13 

1920 

2220 

2500 

2780 

3060 

3330 

14 

1790 

2060 

2330 

2590 

2840 

3090 

15 

1670 

1920 

2170 

2410 

2650 

2880 

16 

1560 

1800 

2030 

2260 

2490 

2700 

17 

1470 

1700 

1910 

2130 

2340 

2540 

18 

1390 

1600 

1810 

2010 

2210 

2400 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 




























































































138 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


Section No. A 105. 


Distance g// x 31 // 


between 


sup¬ 

ports 

3// 

7 " 
TT> 

1 " 

2 

_2_" 

16 

8 

li'/ 

16 

1" 

13" 

T6 

7" 

8 

15" 

16 

1" 

in feet. 

11.7 

13.5 

15.3 

17.1 

18.9 

20.6 

22.4 

24.0 

25.7 

27.3 

28.9 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

17300 

19980 

22600 

25160 

27670 

30130 

32550 

34910 

37230 

39510 

41630 

3 

11540 

13320 

15060 

16770 

18450 

20090 

21700 

23270 

24820 

26340 

27750 

4 

8650 

9990 

11300 

12580 

13840 

15070 

16270 

17460 

18620 

19760 

20810 

5 

6920 

7990 

9040 

10060 

11070 

12050 

13020 

13960 

14890 

15800 

16650 

6 

5770 

6660 

7530 

8390 

9220 

10040 

10850 

11640 

12410 

13170 

13880 

7 

4940 

5710 

6460 

7190 

7910 

8610 

9300 

9970 

10640 

11290 

11890 

8 

4330 

4990 

5650 

6290 

6920 

7530 

8140 

8730 

9310 

9880 

10410 

9 

3850 

4440 

5020 

5590 

6150 

6700 

7230 

7760 

8270 

8780 

9250 

10 

3460 

4000 

4520 

5030 

5530 

6030 

6510 

6980 

7450 

7900 

8330 

11 

3150 

3630 

4110 

4570 

5030 

5480 

5920 

6350 

6770 

7180 

7570 

12 

2880 

3330 

3770 

4190 

4610 

5020 

5420 

5820 

6210 

6590 

6940 

13 

2660 

3070 

3480 

3870 

4260 

4640 

5010 

5370 

5730 

6080 

6400 

14 

2470 

2850 

3230 

3590 

3950 

4300 

4650 

4990 

5320 

5640 

5950 

15 

2310 

2660 

3010 

3350 

3690 

4020 

4340 

4650 

4960 

5270 

5550 

16 

2160 

2500 

2820 

3150 

3460 

3770 

4070 

4360 

4650 

4940 

5200 

17 

2040 

2350 

2660 

2960 

3260 

3550 

3830 

4110 

4380 

4650 

4900 

18 

1920 

2220 

2510 

2800 

3070 

3350 

3620 

3880 

4140 

4390 

4630 

19 

1820 

2100 

2380 

2650 

2910 

3170 

3430 

3680 

3920 

4160 

4380 

20 

1730 

2000 

2260 

2520 

2770 

3010 

3250 

3490 

3720 

3950 

4160 

21 

1650 

1900 

2150 

2400 

2640 

2870 

3100 

3320 

3550 

3760 

3960 

22 

1570 

1810 

2050 

2290 

2520 

2740 

2960 

3170 

3380 

3590 

3780 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 




























































CAMBRIA STEEL. 


139 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. [ 


Section No. A 107. 


Distance 


6" x 4" 


between 


sup¬ 

ports 

r 

7 n 
16 

i" 

A" 

f" 

W' 

3 " 

4 

tt" 

7 n 

8 

i|" 

1" 

in feet. 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

17700 

20430 

23120 

25750 

28320 

30850 

33330 

35760 

38140 

40480 

42780 

3 

11800 

13620 

15410 

17160 

18880 

20570 

22220 

23840 

25430 

26990 

28520 

4 

8850 

10230 

11560 

12870 

14160 

15420 

16660 

17880 

19070 

20240 

21390 

5 

7080 

8170 

9250 

10300 

11330 

12340 

13330 

14300 

15260 

16190 

17110 

6 

5900 

6810 

7710 

8580 

9440 

10280 

11110 

11920 

12710 

13490 

14260 

7 

5060 

5840 

6600 

7360 

8090 

8810 

9520 

10220 

10900 

11570 

12220 

8 

4420 

5110 

5780 

6440 

7080 

7710 

8330 

8940 

9540 

10120 

10700 

9 

3930 

4540 

5140 

5720 

6290 

6860 

7410 

7950 

8480 

9000 

9510 

10 

3540 

4090 

4620 

5150 

5660 

6170 

6670 

7150 

7630 

8100 

8560 

11 

3220 

3720 

4200 

4680 

5150 

5610 

6060 

6500 

6930 

7360 

7780 

12 

2950 

3410 

3850 

4290 

4720 

5140 

5550 

5960 

6360 

6750 

7130 

13 

2720 

3140 

3560 

3960 

4360 

4750 

5130 

5500 

5870 

6230 

6580 

14 

2530 

2920 

3300 

3680 

4050 

4410 

4760 

5110 

5450 

5780 

6110 

15 

2360 

2720 

3080 

3430 

3780 

4110 

4440 

4770 

5090 

5400 

5700 

16 

2210 

2550 

2890 

3220 

3540 

3860 

4170 

4470 

4770 

5060 

5350 

17 

2080 

2400 

2720 

3030 

3330 

3630 

3920 

4210 

4490 

4760 

5030 

18 

1970 

2270 

2570 

2860 

3150 

3430 

3700 

3970 

4240 

4500 

4750 

19 

1860 

2150 

2430 

2710 

2980 

3250 

3510 

3760 

4020 

4260 

4500 

20 

1770 

2040 

2310 

2570 

2830 

3080 

3330 

3580 

3810 

4050 

4280 

21 

1690 

1950 

2200 

2450 

2700 

2940 

3170 

3400 

3630 

3860 

4070 

22 

1610 

1860 

2100 

2340 

2570 

2800 

3030 

3250 

3470 

3680 

3890 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 































































140 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


Section No. A 109. 


Distance 


7'$x3i" 


between 

supports 

in feet. 

*" 

4" 

A" 

t" 

W' 

r 

W' 

r 

13" 

16 

1" 

15.0 

lbs. 

per ft. 

17.0 

lbs. 
per ft. 

19.1 

lbs. 

per ft. 

21.0 

lbs. 

per ft. 

23.0 

lbs. 

per ft. 

24.9 

lbs. 

per ft. 

26.8 

lbs. 

per ft. 

28.7 

lbs. 

per ft. 

30.5 

lbs. 

per ft. 

32.3 
lbs. 
per ft 

4 

13360 

15140 

16900 

18570 

20260 

21910 

23530 

25110 

26670 

28210 

6 

10690 

12120 

13520 

14850 

16210 

17530 

18830 

20090 

21340 

22560 

6 

8910 

10100 

11270 

12380 

13510 

14600 

15690 

16740 

17780 

18800 

7 

7640 

8650 

9660 

10610 

11580 

12520 

13450 

14350 

15240 

16120 

8 

6680 

7570 

8450 

9280 

10130 

10950 

11770 

12560 

13340 

14100 

9 

5940 

6730 

7510 

8250 

9010 

9740 

10460 

11160 

11850 

12540 

10 

5340 

6060 

6760 

7430 

8100 

8760 

9410 

10050 

10670 

11280 

11 

4860 

5510 

6150 

6750 

7370 

7970 

8560 

9130 

9700 

10260 

12 

4450 

5050 

5630 

6190 

6750 

7300 

7840 

8370 

8890 

9400 

13 

4110 

4660 

5200 

5710 

6230 

6740 

7240 

7730 

8210 

8680 

14 

3820 

4330 

4830 

5310 

5790 

6260 

6720 

7180 

7620 

8060 

15 

3560 

4040 

4510 

4950 

5400 

5840 

6280 

6700 

7110 

7520 

16 

3340 

3790 

4230 

4640 

5070 

5480 

5880 

6280 

6670 

7050 

17 

3140 

3560 

3980 

4370 

4770 

5150 

5540 

5910 

6280 

6640 

18 

2970 

3370 

3760 

4130 

4500 

4870 

5230 

5580 

5930 

6270 

19 

2810 

3190 

3560 

3910 

4270 

4610 

4950 

5290 

5620 

5940 

20 

2670 

3030 

3380 

3710 

4050 

4380 

4710 

5020 

5330 

5640 

21 

2550 

2880 

3220 

3540 

3860 

4170 

4480 

4780 

5080 

5370 

22 

2430 

2750 

3070 

3380 

3680 

3980 

4280 

4570 

4850 

5130 

23 

2320 

2630 

2940 

3230 

3520 

3810 

4090 

4370 

4640 

4910 

24 

2230 

2520 

2820 

3090 

3380 

3650 

3920 

4190 

4450 

4700 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 
























































CAMBRIA STEEL. 141 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


Section No. A 112. 


Distance 

between 




8" x 6" 

• 



supports 

in feet. 

i" 

A" 

t" 

ii// 

16 

3 // 

4 

if" 

r 

15// 

16 

1 " 

23.0 

25.7 

28.5 

31.2 

33.8 

36.5 

39.1 

41.7 

44.2 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

4 

21370 

23860 

26310 

28730 

31110 

33450 

35770 

38040 

40290 

5 

17090 

19090 

21050 

22980 

24890 

26760 

28610 

30430 

32230 

6 

14250 

15900 

17540 

19150 

20740 

22300 

23840 

25360 

26860 

7 

12210 

13630 

15040 

16410 

17770 

19110 

20440 

21740 

23020 

8 

10680 

11930 

13150 

14360 

15550 

16720 

17880 

19020 

20140 

9 

9500 

10600 

11690 

12770 

13820 

14860 

15890 

16900 

17900 

10 

8550 

9540 

10520 

11490 

12440 

13380 

14300 

15210 

16110 

11 

7770 

8670 

9570 

10440 

11310 

12160 

13000 

13830 

14650 

12 

7120 

7950 

8770 

9570 

10370 

11150 

11920 

12680 

13430 

13 

6570 

7340 

8090 

8840 

9570 

10290 

11000 

11700 

12390 

14 

6100 

6810 

7510 

8200 

8880 

9550 

10220 

10870 

11510 

15 

5700 

6360 

7010 

7660 

8290 

8920 

9540 

10140 

10740 

16 

5340 

5960 

6570 

7180 

7770 

8360 

8940 

9510 

10070 

17 

5020 

5610 

6190 

6760 

7320 

7870 

8410 

8950 

9480 

18 

4750 

5300 

5840 

6380 

6910 

7430 

7950 

8450 

8950 

19 

4500 

5020 

5540 

6040 

6550 

7040 

7530 

8010 

8480 

20 

4270 

4770 

5260 

5740 

6220 

6690 

7150 

7600 

8050 

21 

4070 

4540 

5010 

5470 

5920 

6370 

6810 

7240 

7670 

22 

3880 

4330 

4780 

5220 

5650 

6080 

6500 

6910 

7320 

23 

3710 

4150 

4570 

4990 

5410 

5810 

6220 

6610 

7000 

24 

3560 

3970 

4380 

4780 

5180 

5570 

5960 

6340 

6710 

25 

3420 

3810 

4210 

4590 

4970 

5350 

5720 

6080 

6440 

26 

3280 

3670 

4040 

4420 

4780 

5140 

5500 

5850 

6190 

27 

3160 

3530 

3890 

4250 

4600 

4950 

5300 

5630 

5960 

28 

3050 

3410 

3760 

4100 

4440 

4780 

5110 

5430 

5750 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 























































142 


CAMBRIA STEEL. 


GENERAL FORMULAE FOR FLEXURE OF BEAMS. 

NOTATION. 

A = Area of Section in square inches. 

d = Depth of Cross Section in inches. 

1 = Length of Span in inches. 

L = Length of Span in feet. 

p = Stress in extreme fibre of section in pounds per square inch. 

Xi = Distance of Center of Gravity of Section from extreme fibre in inches. 

W = Total Load, in pounds. Uniformly Distributed, including the Weight of 
Beam. 

Wi = Total Superimposed or Live Load, in pounds. Uniformly Distributed. 

W 2 = Total Weight of Beam, in pounds. Uniformly Distributed. 

W 3 = Total Safe Load, in pounds, Uniformly Distributed. 

P = Load, in pounds, concentrated at any point. 

F = Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, 
for a fibre stress of 16 000 pounds per square inch for a span of one foot. 

F' = Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, 
for a fibre stress of 12 500 pounds per square inch for a span of one foot. 

D = Total Deflection of Beam, in inches, due to weight W. 

Dwi and D p = Deflections of Beams, in inches, due to the weights Wi and P 
respectively. 

N = Coefficient of Deflection of the Tables of Properties = Deflection, in 
inches, due to a total load of 1 000 pounds uniformly distributed for a 
span of one foot. 

N' = Coefficient of Deflection of the Tables of Properties = Deflection, in 
inches, due to a superimposed load of 1 000 pounds, concentrated at 
the middle of a Beam with a span of one foot. 

H = Coefficient of Deflection, in inches, for fibre stress of 16 000 pounds per 
square inch, for any section used as a Beam subjected to its safe load 
Uniformly Distributed. (See table, page 80.) 

H' = Coefficient of Deflection, in inches, for fibre stress of 12 500 pounds per 
square inch for any section used as a Beam subjected to its safe load 
Uniformly Distributed. (See table, page 80.) 

M = Total Bending Moment, in inch pounds, due to the Weight of Beam and 
Superimposed Load. 

I = Moment of Inertia, in inches 4 , Axis through Center of Gravity. 

Ii = Moment of Inertia, in inches 4 . Axis parallel to above but not through 
Center of Gravity. 

v = Distance, in inches, between these Axes. 

S = Section Modulus in inches 3 . 

r = Radius of Gyration in inches. 

E = Modulus of Elasticity, in pounds, per square inch (Steel = 29 000 000). 


GENERAL FORMULA. _ 

s =x; I .= I + Ay! 

M = ~^=pS.\ p = = M.* Or for Symmetrical Section M = 

For Beam supported at both ends and Uniformly Loaded: 

M = — = (Wl - + * .*. w = (W 4- W ) = — ^ = ^ p - = 

8 8 1 C ? 1 lXi 1 

SAFE LOADS. 

F = where p = 16000 pounds and 1 = 12" therefore F = 16000 S 

p, _ 8£S w j iere p = 12 500 pounds and 1 = 12" therefore F'= 12 500 S 

To obtain the Safe Load for any span in feet, for fibre stress of 16 000 pounds 
per square inch: 


Safe Load = W s = —- 


2 16 000 S 


F 

L 


To obtain the Safe Load for any span in feet, for fibre stress of 12 500 pounds 
per square inch: 


Safe Load = 


2 12 500 S 


f; 

l 








CAMBRIA STEEL. 


143 


GENERAL FORMULAS FOR FLEXURE OF BEAMS. 

(continued.) 


DEFLECTIONS. 

(1) Beam supported at both ends and Uniformly Loaded: 

5 (Wi + W 2 ) 1* 
384 


Deflection for Total Load = D = 


5 W13 


384 El 


El 
5 WiP 


Deflection for Superimposed Load = Dw, = —— 

1 384 El 

(2) Beam supported at both ends with load concentrated at the middle: 


Deflection for Total Load = D = 


PP 5 W 2 1 3 
48EI + 384 El 


Deflection for Superimposed Load = D p = 


P13 


p 48EI 

(3) Beam fixed at one end, unsupported at the other, and Uniformly Loaded: 

W13 (Wi + W 2 ) 13 


Deflection for Total Load = D = 


8EI 


8EI ' 
Wll* 


Deflection for Superimposed Load = Dw. = 

1 oxSl 

(4) Beam fixed at one end, and unsupported at the other, with load concen¬ 
trated at the unsupported end: 

P13 W 2 1 3 

Deflection for Total Load = D = 

Oil/1 OlSl 


Deflection for Superimposed Load = D p = 


P13 


N = -1- M 3 

384 El 
1 = 12 " 


p 3EI 

5 mr. _l \v 2 ) J3 

o ■- --- where W = (W. + WJ = 1 000 pounds and 

oo4 rLl 1 L 


N' = 


P13 


, where P = 1000 pounds and 1 = 12" 


48 El’ 

Total Deflection, in inches, due to a Beam Uniformly Loaded for any span in 
NWL 3 N(Wi + W 2 )L3 

1 000 1 000 
Total Deflection, in inches, due to a Superimposed Load P and the Weight of 
, . t . -p. NTL3 NW 2 L3 

Beam W, for any span in feet = D = + 


feet = D = 




1 000 


1 000 

H ' = 232 L! 


FOR SYMMETRICAL SECTIONS. 

Total Deflection, in inches, for a fibre stress of 16 000 lbs. per square inch 

Total Deflection, in inches, for a fibre stress of 12 500 lbs. per square inch 

FOR UNSYMMETRICAL SECTIONS. 

Total Deflection, in inches, for a fibre stress of 16 000 pounds per square inch 

Total Deflection, in inches, for a fibre stress of 12 500 pounds per square inch 
H' 


= D 


2Xi 



















144 


CAMBRIA STEEL. 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P 2 , P 3 = Loads, in lbs., con¬ 
centrated at any points. 


M = Total BendingMoment.in inch-lbs. 

M w i,Mp= BendingMoments.in inch-lbs., 
due to Weights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 =Length of Span, in inches. 

E= Modulus of Elasticity, in lbs. per 
square inch =29 000 000 for steel. 

W s = Total Safe Load, in lbs., uni¬ 
formly distributed, including weight of 


beam = Total Safe Load of Tables. 

The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 


(1) Beam Supported at both ends 
and Uniformly Loaded. 



Diagram for Total Load:— 

WI 

Draw parabola having M = — 

O 


Safe Superimposed Load, in lbs., uni¬ 
formly distributed, W' s =W 8 —W 2 . 

Maximum Bending Moment at middle 

WI (Wi +W 2 )1 
of beam = M = - 5 - = ----—• 

O O 

Maximum Shear at points of support 
W Wi + W 2 
2 2 

5 WP 


Maximum deflection = 
5 (Wi+W 2 )l 3 


384 El 


384 


El 


(2) Beam Supported at both ends 

with Load Concentrated 
at the Middle. 



Draw triangle having M p = 


PI 


lp 4 

Diagram, Dead Load,similar to Case(l) 


Safe Superimposed Load, in lbs., con- 
J ^ W s - W 2 
centra ted, P s =--- 


Maximum Bending Moment at middle 
PI W 2 I 

of beam = M = j + pp 

' Maximum Shear at points of support = 
P +W 2 


PI 3 5 W?l 3 
Max. Deflection = ^ + 384 “eT 


(3) Beam fixed at one end,Unsup¬ 
ported at the other and 
Uniformly Loaded. 



Diagram for Total Load:— 

WI 

Draw Parabola having M = — 


Safe Superimposed Load, in lbs., uni- 

W„ 

formly distributed, W' s = —-W 2 . 


Maximum Bending Moment at point of 
WI (Wi+W|)l 

2 2 


support 


Maximum Shear at point of support = 
W = Wi + W 2 . 

a/t ta « *• WP (Wi+W,)l* 
Max. Deflection - - mf J~. 
















































CAMBRIA STEEL. 


145 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P 2 , P 3 = Loads, in lbs., con¬ 
centrated at any points. 


M =Total Bending Moment,in inch-lbs. 

M w i,M p = BendingMoments.in inch-lbs., 
duetoWeights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs. per 
square inch = 29 000 000 for steel. 

W 3 = Total Safe Load, in lbs., uni¬ 
formly distributed, including weight of 


beam = Total Safe Load of Tables. 

The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 


(4) Beam fixed at one end, and 



Diagram for Superimposed Load:— 
Draw triangle having M p = PI. 
Diagram, Dead Load,similarto Case(3) 


Safe Superimposed Load, in lbs., con- 

, D W 3 - 4 W 2 
centra ted, P 3 = -—• 

O 

Maximum Bending Moment at point of 

* . W 2 I 

support = PI -|- 

Maximum Shear at point of support = 
P +W 2 . 

PI 3 W 2 I* 

Maximum Deflection = + - 5 = 7 * 

orLl or^JL 


(5) Beam Supported at both ends 
with Load Concentrated at 
any point. 



Diagram for Superimposed Load:— 

, , • * r Pab 

Draw triangle having M p = —y— 

Diagram, Dead Load,similar to Case(l) 


Safe Superimposed Load, in lbs., con- 
centrated, P, = W. ■*-4a W, (■ - a) , 

ocLD 

Maximum Bending Moment under load 
a (2 Pb +W 2 1 — W 2 a) 

Pb 


21 

Max. Shear at Sup. near a 


W 2 

1 2 * 

Pa W 2 

Max. Shear at Sup. near b = — + 

Deflection at distance x from left sup- 
1 j~2 al - a 2 j § 


port = 


3EI1 


[>+^(V 


2 al - a 2 


?=-*)] 


2 al - a 2 


3 ' 2al — a 2 

= Distance, from left 

support, of point of maximum deflection 
for superimposed load. 


(6) Beam Supported at both ends 

with two Symmetrical Loads. 



Diagram for Superimposed Load: 
Draw trapezoid having M p = Pa. 
Diagram, Dead Load, similar to Case(l) 


Safe Superimposed Load, in lbs., con- 
. . „ W,1 - W 2 I 

centrated, each, P = -=-• 

3 o3. 

Maximum Bending Moment at center 
W 2 I 

of beam == Pa H-g— 

Maximum Shear at points of support = 
2 P +W 2 
2 

Maximum Deflection = 

Pa . _\ , 5 Wal* 


24 El 


(81»-4a*) + ^j 


384 El 





















































146 


CAMBRIA STEEL. 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly- 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P 2 , P 3 = Loads, in lbs., con¬ 
centrated at any points. 


M = Total Bending Moment,in inch-lbs. 

M w i,M p = BendingMoments.in inch-lbs., 
duetoWeights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs., per 
square inch = 29 000 000 for steel. 

W s = Total Safe Load, in lbs., uni¬ 
formly distributed, including the weight 
of beam = Total Safe Load of Tables. 


The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 


The Maximum Bending Moment occurs 
at the point where the vertical shear 
equals zero and will be at one of the 
loads P, Pi, or P 2 depending upon their 
amounts and spacing if W 2 is neglected. 


(7) Beam Supported at both ends 
with Loads Concentrated 
at various Points. 


Let R = Reaction at Left Support. 

Bending Moment at P = 

A/r o W 2 a 2 
M p = R a 2T* 



Bending Moment at Pi = 

M p i = Rai - + P fai - a)] • 

Bending Moment at P 2 = M p 2 = Ra 2 — 

( a2 — ai) + P (a 2 — a)J • 

Shear or Reaction at Left Support = 
P 2 b 2 -f- Pi bi + Pb . W 2 
“1 ‘ 2 ~" 


The total bending moment at any 
point produced by all the weights is 
equal to the sum of the moments at 
that point produced by each of the 
weights separately. 

Diagram for Dead Load similar to 
Case (1). 


Shear or Reaction at Right Support = 
P 2 a 2 + Pi ai + Pa W 2 
1 + 2 ' 

Diagram for Superimposed Load:— 
Draw as in Case (5) the Ordinates FC, 
GD and HE representing the bending 
moments due to loads P, Pi and P 2 re. 
spectively. Produce FC to P, making PC 
= FC + IC + JC; GD to Q, making 
QD = GD -j- KD -f- LD; and HE to R, 
making RE = HE + ME + NE. Join 
the points A, P, Q, R and B, then the 
ordinates between A B and polygon A P 
QRB will represent the bending moments 
for corresponding points on beam. 





















CAMBRIA STEEL. 


147 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P2, P3 = Loads, in lbs., con¬ 
centrated at any points. 


M =Total Bending Moment in inch-lbs. 

M w i,M p = BendingMoments.in inch-lbs., 
due toWeights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs., per 
square inch = 29 000 000 for steel. 

W 3 = Total Safe Load, in lbs., uni¬ 
formly distributed, including the weight 
of beam = Total Safe Load of Tables. 


The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 



(8) Beam Fixed at both ends and 
Uniformly Loaded. 


Diagram for Total Load:—Draw 
WI 

parabola having M = — • Also A A' 

parallel to base and at a distance 
WI 

M' = — • The Vertical distances 

I M 

between the parabola and line A A' 
are the moments for corresponding 
points on beam. 


Safe Superimposed Load, in lbs., uni¬ 
formly distributed, W' B = \ W 8 — W 2 . 


Distance of points of contra-flexure 
from supports = .21131. 

Maximum Bending Moment at points 

, t WI (Wi + W 2 ) 1 

of support = - = -^- 

Bending Moment at middle of beam = 
WI (Wi + W 2 ) 1 

24 ~ 24 

Maximum Shear at points of support = 
Wi + W 2 
2 


Maximum Deflection 

(Wi + W 2 ) l 2 3 
384El 


WI 3 
384El 


(9) Beam Fixed at both ends 

with Load Concentrated at Safe Superimposed Load, in lbs., con- 
the Middle. centrated, P s = W s — § W 2 . 



A A' parallel to base and at a distance 


M' = — • The Vertical distances be- 

O 

tween the triangle and line A A' are 
the moments forcorresponding points 
on beam. 

Diagram for Dead Load similar to 
Case ( 8 ). 


Distance of points of contra-flexure 
from supports = 5 I. 


Maximum Bending Moment at points 


, PI , 

of support = -g + 


W 2 I 

12 * 


Bending Moment at middle of beam = 
PI , W 2 I 

8 + ~ 24 ' 

Maximum Shear at points of support = 
P +W 2 

2 

PI 3 

Maximum Deflection = 1 92E 1 

W 2 I 3 . 

384El 


































148 


CAMBRIA STEEL. 


VALUES OF MOMENTS OF INERTIA FOR STAND¬ 
ARD AND CAMBRIA SECTIONS. 




A = t (2a — t). 

aH-at — t 2 


I, Axis 1 — 1 = 


2(2a—t) 

t(a —x) 3 -f-ax 3 —(a—t) (x—t) 3 


I", Axis 2 - 2 = 


2x«-2(x-t)« + t[a-(2x- |-)] 



A = t (a + b — t). 


x = 


t (2a'+b)+a' 2 


x = 


t(2b'+a)+b' 2 


Tan. 2 a= + 

I, Axis 1 — 1 = 


2(a'+b) ~ 2(b'+a) 

[ (2x—t)b(b—2x')+(2x'—t)(a—t)(a+t—2x) ]t 
2(1'— I) 

t(a—x) 3 +bx 3 — (b— t) (x—t) 3 


I', Axis 2 - 2 = 


t(b—x') 3 +ax' 3 — (a—t) (x'—t) 3 


I", Axis 3 - 3 = 


IcOS 2 a — rsin 2 a 
COS 2a 



























































CAMBRIA STEEL. 149 


VALUES OF MOMENTS OF INERTIA FOR STAND¬ 
ARD AND CAMBRIA SECTIONS. 



1- ; 

¥'5 


a 


r - 4 -1 

t |d 


TT 


? n 


e = Area of head. 

A = e + t (d — k) + (b — t) (s + -f)- 
e (2d - k) +1 (d - k)2 + (b - t) (s2 + ss' + 


x = 


2A 
2 s + k N 


I, Axis 1 “ 1 = e +(d - ^^) 2 ] + 


t(l + s') 3 


+ 


16 1 V 2 

b's' 3 + 2bs 3 


— A (x — s) 2 . 


I',Axis2—2* 


ek 2 . t 3 (l+s')+sb 3 . s , b , [2b'2+(2b , +3t)2] 


16 


12 


36 






























































































































CAMBRIA STEEL. 151 

PROPERTIES OF VARIOUS 

SECTIONS. 




Moment of Inertia. 

Section Modulus. 

Radius of Gyration. 

I 

S = —. 

r - JJL. 

Xl 

V A 

a 4 

a 3 

= .289a 

12 

6 

V 12 

a 4 

a 3 

= .577a 

3 

3 

V 3 

a 4 — ai 4 

a 4 — ai 4 

1 a 2 + ai 2 

12 

6a 

\ 12 

a 4 

to 

aJ 

00 

II 

CO 

a 

—— = .289a 

12 

6 V 2 

V 12 

bd 3 

bd 2 

—— = .289d 

12 

6 

V 12 

bd 3 

bd 2 

, d - .577d 

3 

3 

V 3 

bd 3 — bidi 3 

bd 3 — bidi 3 

1 bd 3 — bidi 3 

12 

6d 

\ 12 (bd - bidi) 

b 3 d 3 

b 2 d 2 

bd 

6 (b 2 -f d 2 ) 

6 j/b 2 + d 2 

l/6 (b 2 + d 2 ) 
















































































































CAMBRIA STEEL. 153 

PROPERTIES OF VARIOUS SECTIONS. 

Moment of Inertia. 

I 

Section Modulus. 

S = — 

Xl 

Radius of Gyration. 

r =Vi 

^ (d 2 cos 2 a + b 2 sin 2 a) 

1 z 

db / d 2 cos 2 a + b 2 sin 2 a\ 

6 ' d cosa + b sina ' 


1 d 2 cos 2 a + b 2 sin 2 a 

\ 12 

bd 3 

36 

bd 2 

24 

—4= = .236d 

V 18 

Axis through base; 
bd 3 

12 

Axis through apex; 
bd 3 

4 

bd2 

12 

bd 2 

—4= = .408d 

V 6 

^ _ 707 A 

4 

V 2 

~ = .049d 4 

64 

t - 

d 

4 

7r(d< “ dl4) =.°49(d< di 4 ) 
64 

n (d 4 —di 4 ) _ 00O (d 4 - di 4 ) 
32 d d 

V d 2 + di 2 

4 

9 1r 94 j* 007d 4 

97r2— 64 _ 024^3 

i/ q„2 _ 64 

v y u , ,i — 1006 

1152;r d ' 007d 

192 (3tt - 4) d 

127T 

b 2 +4bbi + bi 2 

secb + bo -d 

b 2 + 4bbi + bi 2 

12 (bi + 2b) 

d / 2(b 2 +4bbi+bi 2 ) 

6(b+bi) \ 
































































































































CAMBRIA STEEL. 155 


PROPERTIES OF VARIOUS SECTIONS. 


#*• 

Moment of Inertia. 

I 

Section Modulus. 

S = — 

Xl 

Radius of Gyration. 

r = V^r 

A f"d 2 (1 + 2 cos 2 30°) “I 
12 L 4 cos 2 30° J 

= .06d 4 


d / 1 + 2 cos 2 30° 

4cos30°\ 3 

= .264d 

A rd 2 (l + 2cos 2 30°)“l 
12 L 4 cos 2 30° J 

= .06d 4 

A rd (1 + 2 cos 2 30°) 1 

6 L 4 cos 30° -1 

= .104d 3 

d /1 +2 cos 2 30° 

4 cos 30° \ 3 

= .264d 

A rd 2 (1 + 2 cos 2 22i°)~| 

A Td (l + 2cos 2 22i°)“| 
6L 4 cos 22i° J 

= .109d 3 

d /l + 2cos 2 22 

12 L 4cos 2 22i° -J 

= .055d 4 

4cos22i°\ 3 

= .257d 

7r bd 3 

° = .049bd 3 

64 


d 

4 

r 2 [ bdJ - i < h ' 

where g = ^ - 

b — t 

21 

d 


j^[b3 (d-h) +lt* 

+ |-(b4-t 4 )] 

. h — 1 

where g = 

b — t 

21 

b 

r =Vi 

, h — 1 

where g- 2 ( b — t) 

21 

d 


i[2sb3+lt3+-|(b 4 -t4)] 

- Ax 2 
h — 1 

where g= 2 (b-t) 

I 

b — x 

r= 

























































156 CAMBRIA STEEL. 


PROPERTIES OF VARIOUS SECTIONS. 


Sections. 

Area of Section. 

A 

Distance from Neutral 
Axis to Extremities 
of Section. 

x and xi 

Lr^- 

-*!o0 

! i 

FT 

1 

Hii 

bd - h (b - t) 

d 

Xl= 2 

->s 

k- 

i *tr 

-d— 

T 
— I— * 
b 
.±. 
i 

bd - h (b - t) 

b 

Xl 2 

T 

-Ut 

f'i *■ 

i 

k. 

i 

\ 

bd-h(b-t) 

d 

Xl = 2 

-M 

5l. 

X 

■H 

• 

t-4 

* 

:x 

i 

bd - h (b - t) 

2b 2 s + ht 2 

X= 2A 

xi = b — x 

—a— 

i 

*T 

i 

i 

\ 

T- 

T" d 

-— -f -i- 

1 i 

4b ^ [ 

-L—1^. 

td + s (b — t) 

d 

X1 = T 

'**T 

x £ 

X, 

1 

. JL_ 

~ 

*Ts 

"T-n-x- 

bs + ht 

d 2 t + s 2 (b — t) 

->i 

t~-d 
h ; 

X “ 2A 

xi = d — x 

"*T 

x t 

' 

._b... 

~~~TT"a~ 

£?“ 

bs + ht + bis 

td 2 +s 2 (b—t)+s(bi—t) (2d—s) 

-M-C- 

X 2A 

xi = d — x 

TC3i 

i 

x, 

1 

i 

&4 " 

: 

J-'t. JL 

tK- 

bs + h(t + tl) 

A 

x = 

3bs 2 + 3th (d + s)+h(ti-t) (h+3s) 
6A 

xi = d — x 











































































CAMBRIA STEEL. 157 


PROPERTIES OF VARIOUS SECTIONS. 


# 

Moment of Inertia. 

I 

Section Modulus. 

S = — 

Xl 

Radius of Gyration. 

bd 3 — h 3 (b — t) 

bd 3 — n 3 (b — t) 

I bd 3 — h 3 (b — t) 

12 

6d 

\ 12 [bd — h (b — t;] 

2sb 3 + ht 3 

2sb 3 + ht 3 

I 2sb 3 + ht 3 

12 

6b 

\ 12[bd —h(b —t)] 

bd 3 — h 3 (b — t) 

bd 3 — h 3 (b — t) 

/ bd 3 — h 3 (b — t) 

12 

6d 

\ 12 [bd — h (b — t)] 

2sb 3 + ht 3 

I 

J I 

3 A 

b — x 

\ A 

td 3 + s 3 (b - t) 

td 3 + s 3 (b — t) 

1 td 3 + s 3 (b — t) 

12 

6d 

\ 12 [td + s (b — t) ] 

txi 3 + bx 3 — (b — t) (x — s) 3 

I 

/ txi 3 + bx 3 — (b — t) (x—s) 3 

3 

d — x 

\ 3 (bs + ht) 

bx 3 + bixi 3 — (b — t) (x — s) 3 


|“bx 3 + bixi 3 — (b — t) (x — s) 3 

3 

I 

L 3 (bs + ht + bis) 

(bi — t) (xi — s) 3 

d — x 

(bi - t) (xi - s) 3 “| \ 

3 


3(bs+ht+bis) J 

4bs 3 +h 3 (3t+ti) 

I 

J I 

12 ' A( j 

d — x 

\ A 


































































158 CAMBRIA STEEL. 


EXPLANATIONS OF THE TABLES OF PROPERTIES 
OF STANDARD AND SPECIAL I-BEAMS, STAND¬ 
ARD AND SPECIAL CHANNELS, AND STANDARD 
AND SPECIAL ANGLES WITH EQUAL AND UN¬ 
EQUAL LEGS. 

PROPERTIES OF I-BEAMS. 

Pages 164 to 167 inclusive. 

The figures or values in the various columns give the section 
numbers, dimensions, weights, areas and properties of the sec¬ 
tions as noted in the different headings. 

The columns which require special explanation are as follows: 

Section Modulus —Column 8. 

This is obtained from the moment of inertia in column 7 by 
dividing it by the distance from the neutral axis to the most 
remote fibre, which in this case is one-half the depth of the beam. 

Coefficients of Strength —Columns 13 and 14. 

The coefficients of strength F and F' have been computed for 
fibre stresses of 16 000 and 12 500 pounds per square inch respect¬ 
ively, as stated in the headings of the columns, and are the safe 
loads in pounds uniformly distributed, including its own weight, 
for a beam one foot long. Thus the safe load for any span may 
be obtained by dividing the proper coefficient by the length of 
the span in feet. 

The coefficients of strength were obtained from the following 
formulae: 

F = f X 16 000 X S 
F' = f X 12 500 X S 

in which S is the section modulus. 








I 






CAMBRIA STEEL. 

159 


Coefficients of Deflection —Columns 15 and 16. 

• * 

The Coefficients of Deflection N and N' for uniform and center 
loads, respectively, were obtained from the following formulae: 


N = 


Wl 3 

76.8EI 


N' = 


PI 3 

48EI 


in which 


P and W = 1 000 pounds. 

1 = 12 inches. 

E = 29 000 000. 

I = moment of inertia about axis 1-1. 

These coefficients are, therefore, the deflections in inches of a 
beam one foot long with a load of 1 000 pounds, hence, the deflect 
tion of a beam for any load and span may be obtained by multi¬ 
plying the proper coefficient by the cube of the span in feet, and 
by the number of 1 000-pound units in the given load. 

PROPERTIES OF STANDARD AND SPECIAL CHANNELS. 

Pages 168 to 171 inclusive. 

The various columns in the Tables of Properties of Standard 
Channels are similar to those in the Tables of Properties of 
I-Beams, as explained above, with the addition of column 11, 
which gives the Section Modulus about an axis through the center 
of gravity parallel to the web, and column 13, which gives the 
distance of the center of gravity from the outside of the web. 


In this case the Section Modulus S' = 


as given at the heads of the columns. 


I' 


b — x 


the notation being 












160 CAMBRIA STEEL. 


PROPERTIES OF ANGLES. 

The values in the Tables of Properties of Standard and Special 
Angles, with Equal Legs, pages 174 to 179, are these stated in the 
headings, and those in the Tables of Properties of Standard and 
Special Angles, with Unequal Legs, on pages 180 to 185, are 
similar, but with the addition of values for I", S" and r" about 
the inclined axis 3-3, the position of which, in order to give the 
minimum values, was determined by the formula on page 148 
or the value of the tangent of 2 a. After determining the position 
of the inclined axis, the properties corresponding thereto were 
obtained by the formula on page 148. 

MOMENTS OF INERTIA OF RECTANGLES. 

A Table of Moments of Inertia of Rectangles, about a trans¬ 
verse axis through the center of gravity, is added on pages 186 
and 187 for convenience in calculating the Moments of Inertia, 
Section Moduli, and Radii of Gyration for compound shapes in 
which plates are used. 

GENERAL FORMULAS FOR PROPERTIES AND 

FLEXURE. 

Formulae for obtaining the Properties of Standard Sections are 
given on pages 148 and 149, and for various usual sections on 
pages 150 to 157 inclusive. 

General formulae for Flexure of Beams, Bending Moments, 
and Deflections for various cases of loading are given on pages 
142 to 147 inclusive. 







CAMBRIA STEEL. 161 

EXAMPLES OF APPLICATION OF THE TABLES 

OF PROPERTIES. 

Example I. 

What is the proper size of I-Beam to carry a load of 35 000 
pounds concentrated at the center of a span of 25 feet, the fibre 
stress not to exceed 16 000 pounds per square inch? 

In the Tables of Properties of Standard I-Beams, the column 
headed F gives the coefficient of strength for a uniform load cor¬ 
responding to a fibre stress of 16 000 pounds per square inch. 

The coefficient of strength for a concentrated load at the center 
is twice that for the same load uniformly distributed, hence the 
coefficient necessary to meet the conditions is 35 000 X 25 X 2 
= 1750 000. From the Table of Properties of Standard 
I-Beams, page 167, column 13, the coefficient F for a 24-inch 
80-pound beam is found to be 1 855 310. The weight of the 
beam itself is 80 X 25 = 2000 pounds, which corresponds to a 
coefficient of 2000 X 25 = 50 000, which deducted from 1 855 310 
gives a net coefficient of 1 805 310. A 24-inch beam weighing 
80 pounds per foot is, therefore, the proper size. 

Example II. 

What is the deflection of the beam in the preceding example 
under the given load? 

In the Table of Properties of Standard I-Beams, pages 164 to 
167 inclusive, the coefficient of deflection for beams with center 
loads is given in column 16. To obtain the required deflection it 
is only necessary to multiply the coefficient by the cube of the span 
and the number of 1 000 pounds units contained in the load. 

Thus for the given example the deflection in inches = 

.0000006 X 25 3 X = .328 inch. 

1 000 





162 


CAMBRIA STEEL. 


Example III. 

What is the safe load uniformly distributed that can be placed 
on an 8-inch standard channel weighing 11.25 pounds per foot, 
with a clear span of 15 feet for a maximum fibre stress of 12 500 
pounds per square inch, the web to be placed vertically? 

From the Table of Properties of Standard Channels, page 169, 
column 16, the coefficient of strength F' for the given channel 
under the conditions named, is found to be 67 300. Hence, the 
total load may be 67 300 15 = 4487 pounds, and, as the channel 

itself weighs 169 pounds, the net superimposed load which it can 
safely carry under the given conditions is 4318 pounds. 


Example IV. 


What is the fibre stress in a 5" x 3" angle weighing 8.2 pounds 
per foot if loaded at the center with a weight of 1500 pounds, used 
as a beam with a span of 6 feet, the 5-inch leg to be placed verti¬ 
cally? 

The bending moment at the center will be 


Wxl W 2 1 

4 + 8 


1 500 X 72 
4 


+ 


8.2 X 6 X 72 
8 


= 27 443 inch pounds. 


Referring to the Table of Properties of Standard Angles, 
Unequal Legs, on page 183, the Section Modulus for this angle, 
corresponding to the axis 2—2, is found to be 1.89. 

The maximum fibre stress is obtained by dividing the bending 

moment by the section modulus, thus: ^ = 14 520, which is 

1.89 

the maximum fibre stress in pounds per square inch at the point 
most remote from the neutral axis, which in this case is the 
extremity of the longer leg of the angle. 

The second term in the above expression for the bending 
moment is that due to the weight of the angle itself and is incon¬ 
siderable, so that in practice it might be neglected for short spans, 
but should be taken into consideration for the longer ones. 










CAMBRIA STEEL. 103 


PROPERTIES OP COMPOUND SHAPES. 

The moments of inertia, section moduli, and radii of gyration 
of compound sections used as beams or columns, composed of 
plates and angles, channels, beams, or any combination of these, 
may be obtained with the aid of the Tables of Properties as 
follows: 

The first step is to find the center of gravity of the proposed 
section, which in the case of symmetrical sections is at the center 
of the figure 

For unsymmetrical sections the position of the center of 
gravity may be determined by multiplying the areas of the 
component parts by the distances of their centers of gravity 
from any convenient line, taken as an axis, and dividing the sum 
of these products by the sum of the areas, which will give the 
distance of the center of gravity of the compound section from 
the assumed axis. 

The position of the center of gravity for all sizes of angles 
and channels, is given in the Tables of Properties for these 
shapes, and is given for various geometrical sections on pages 
150 to 157 inclusive, in connection with their other properties. 

After determining the position of the center of gravity of a 
compound section, as explained above, the moment of inertia 
about an axis through its center of gravity may be found by 
taking the sum of the moments of inertia of each component 
part about an axis through its own center of gravity, parallel to 
the axis of the compound section, and adding thereto the sum 
of products obtained by multiplying the area of each component 
part by the square of the distance of its center of gravity from 
the axis of the compound section. 

Having thus obtained the moment of inertia of the compound 
section, the section modulus may be obtained by dividing this 
moment of inertia by the distance from the neutral axis to the 
most remote extremity of the section. 

The square of the radius of gyration for the compound section 
may be obtained by dividing the moment of inertia by the total 
area. 

The moment of inertia of a compound section about any axis 
other than that through its center of gravity may be found in a 
manner similar to that above described. 





164 CAMBRIA STEEL. 


PROPERTIES OF STANDARD I-BEAMS. 



\ 

1 It /I 

T 

i 


/ 

: \ 

b 


i 

i l 



U _ l vj 

H---d-»i 


l 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 









Radius 


Radius 









of 

Moment, 

of 


Depth 

Weight 

Area 

Thick- 

Width 

Moment 

Section 

Gyra- 

of 

Gyra- 

Section 

of 

per 

of 

ness of 

of 

of Inertia 

Modulus 

j 

ton 

Inertia 

tion 


Beam. 

Foot. 

Section. 

Web. 

Flange. 

Axis 1-1. 

Axis 1-1. 

Axis 

Axis 2-2. 

Axis 

Number. 








1-1. 


2-2. 


d 


A 

t 

b 

1 

S 

r 

r 

r' 


Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inches. 4 

Inches. 3 

Inches. 

Inches. 4 

Inch. 

B 5 

3 

5.50 

1.63 

.17 

2.33 

2.5 

1.7 

1.23 

• .46 

.53 

<< 

44 

6.50 

1.91 

.26 

2.42 

2.7 

1.8 

1.19 

.53 

.52 

Cl 

4 4 

7-50 

2.21 

.36 

2.52 

2.9 

1.9 

1.15 

.60 

.52 

B 9 

4 

7.50 

2.21 

.19 

2.66 

6-0 

3.0 

1.64 

.77 

.59 

4 i 

44 

8.50 

2.50 

.26 

2.73 

6.4 

3.2 

1.59 

.85 

.58 

44 

4 4 

9.50 

2.79 

.34 

2.81 

6-7 

3.4 

1.54 

.93 

.58 

44 

44 

10.50 

309 

.41 

2.88 

7.1 

36 

1.52 

1.01 

.57 

B13 

5 

9.75 

2.87 

.21 

3.00 

12.1 

4.8 

2.05 

1.23 

.65 

4 4 

4 4 

12.25 

3.60 

.36 

3.15 

13.6 

5.4 

1.94 

1.45 

.63 

4 4 

4 4 

14.75 

4.34 

.50 

3.29 

15-1 

6.1 

1.87 

1.70 

.63 

B17 

6 

12.25 

3.61 

.23 

3.33 

21.8 

7.3 

2.46 

1.85 

.72 

44 

4 4 

14.75 

4.34 

.35 

3.45 

24.0 

8.0 

2.35 

2.09 

.69 



17.25 

5.07 

.47 

3.57 

26.2 

8.7 

2.27 

2.36 

.68 

B21 

7 

15.00 

4.42 

.25 

3.66 

36.2 

10.4 

2.86 

2.67 

.78 

4 4 


17.50 

5.15 

.35 

3.76 

39.2 

11.2 

2.76 

2.94 

.76 



20.00 

5.88 

.46 

3.87 

42.2 

12.1 

2.68 

3.24 

.74 

B25 

8 

18.00 

5.33 

.27 

4.00 

56.9 

14.2 

3.27 

3.78 

.84 



20.25 

5.96 

.35 

4.08 

60.2 

15.0 

3.18 

4.04 

.82 



22.75 

6.69 

.44 

4.17 

64.1 

16.0 

3.10 

4.36 

.81 

44 


25.25 

7.43 

.53 

4.26 

68.0 

17.0 

3.03 

4.71 

.80 

B29 

9 

21.00 

6.31 

.29 

4.33 

84.9 

18.9 

3.67 

5.16 

.90 



25.00 

7.35 

.41 

4.45 

91.9 

20.4 

3.54 

5.65 

.88 



30.00 

8.82 

.57 

4.61 

101.9 

22.6 

3.40 

6.42 

.85 



35.00 

10.29 

.73 

4.77 

111.8 

24.8 

3.30 

7.31 

.84 

B33 

10 

25.00 

7.37 

.31 

4.66 

122.1 

24.4 

4.07 

6.89 

.97 



30.00 

8.82 

.45 

4.80 

134.2 

26.8 

3.90 

7.65 

.93 



35.00 

10.29 

.60 

4.95 

146.4 

29.3 

3.77 

8.52 

.91 



40.00 

11.76 

.75 

5.10 

158.7 

31.7 

3.67 

9.50 

.90 

B41 

12 

31.50 

9.26 

.35 

5.00 

215.8 

36.0 

4.83 

9.50 

1.01 



35.00 

10.29 

.44 

5.09 

228.3 

38.0 

4.71 

10.07 

.99 



40.00 

11.76 

.56 

5.21 

245.9 

41.0 

4.57 

10.95 

.96 

B53 

15 

42.00 

12.48 

.41 

5.50 

441.8 

58.9 

5.95 

14.62 

1.08 



45.00 

13.24 

.46 

5-55 

455.8 

60.8 

5.87 

15.09 

107 



50.00 

14.71 

.56 

5.65 

483.4 

645 

5.73 

16.04 

1.04 



55.00 

16.18 

.66 

5.75 

511.0 

68.1 

5.6211706 

1.03 



60 00 

17.65 

.75 

5.84 

538.6 

71.8 

5.52118.17 

1.01 
































































CAMBRIA STEEL. 


PROPERTIES OF STANDARD I-BEAMS. 




i \ 

•j 



;t / 


■■ 

I \ 

b 


1 

i l 



12 

13 

14 

15 

16 

1 

Increase of 

Coefficient of Strength. 

Coefficient of Deflection. 


Thickness 
of Web for 
each Pound 
Increase 
in Weight. 

For Fibre Stress 
of 16 000 Pounds 
per Square Inch 
for Buildings. 

For Fibre Stress 
of 12500 Pounds 
per Square Inch 
for Bridges. 

Uniform 

load. 

. Center 

Load. 

Section 

Number. 

£ 

F 

F' 

N 

N' 


.098 

17650 

19140 

20710 

13790 

14950 

16180 

.00031253 

.00028827 

.00026644 

.00050006 

.00046124 

.00042630 

B 5 

i i 

tt 

.074 

31810 

33890 

35980 

38070 

24850 

26480 

28110 

29750 

.00013009 

.00012209 

.00011500 

.00010868 

.00020815 

.00019535 

.00018400 

.00017389 

B 9 

il 

a 

a 

.059 

51590 

58100 

64630 

40300 

45390 

50490 

.00006417 

.00005698 

.00005122 

.00010267 

.00009117 

.00008195 

B13 

( i 

a 

.049 

77460 

85270 

93110 

60520 

66610 

72740 

.00003561 

.00003235 

.00002963 

.00005698 

.00005177 

.00004741 

B17 

i t 

l i 

.042 

110410 

119400 

128560 

86260 

93290 

100430 

.00002142 

.00001980 

.00001839 

.00003427 

.00003168 

.00002943 

B21 

i i 

l i 

.037 

151660 

160510 

170970 

181430 

118490 

125400 

133570 

141740 

.00001364 

.00001289 

.00001210 

.00001140 

.00002183 

.00002062 

.00001936 

.00001825 

B25 

i i 

il 

ft 

.033 

201300 

217930 

241460 

264990 

157260 

170260 

188640 

207020 

.00000914 

.00000844 

.00000762 

.00000694 

.00001462 

.00001350 

.00001219 

.00001110 

B29 

i i 

it 

a 

.029 

260470 

286250 

312390 

338530 

203500 

223630 

244050 

264480 

.00000635 

.00000578 

.00000530 

.00000489 

.00001017 

.00000925 

.00000848 

.00000782 

B33 

( i 

ti 

a 

.025 

383670 

405800 

437170 

299740 

317030 

341540 

.00000360 

.00000340 

.00000316 

.00000575 

.00000544 

.00000505 

B41 

it 

it 

.020 

628270 

648310 

687530 

726740 

765960 

490840 

506490 

537130 

567770 

598410 

.00000176 

.00000170 

.00000161 

.00000152 

.00000144 

.00000281 

.00000272 

.00000257 

.00000243 

.00000231 

B53 

t i 

it 

it 

a 








































166 CAMBRIA STEEL. 


PROPERTIES OF STANDARD I-BEAMS. 



\ 

1 f] 

T 

i 


\ 



/- 

: \ 

b 


u 

i \J 



K--—-d->| 


l 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

Section 

Number. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thick¬ 
ness of 
Web. 

Width 

of 

Flange. 

Moment 
of Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

Radius 

of 

Gyra¬ 

tion 

Aiis 

1-1. 

Moment 

of 

Inertia 
Axis 2-2. 

Radius 

of 

Gyra¬ 

tion 

Axis 

2-2. 

d 

A 

t 

b 

I 

S 

r 

I' 

r' 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inches. 4 

Inches. 3 

Inches. 

Inches. 4 

Inch. 

B 65 

18 

55.0 

15.93 

.46 

6.00 

795.6 

88-4 

7.07 

21.19 

1.15 

it 

t i 

60.0 

17.65 

.56 

6.10 

841.8 

93.5 

6.91 

22.38 

1.13 

it 

it 

65.0 

19.12 

.64 

6.18 

881.5 

97.9 

6.79 

23-47 

1.11 

a 

it 

70.0 

20.59 

.72 

6.26 

921.2 

102.4 

6.69 

24.62 

1.09 

B 73 

20 

65.0 

19.08 

.50 

6.25 

1169.5 

117.0 

7.83 

27.86 

1.21 

it 

11 

70.0 

20.59 

.58 

6.33 

1219.8 

122.0 

7.70 

29.04 

1.19 

it 

it 

75.0 

22.06 

.65 

6.40 

1268.8 

126.9 

7.58 

30.25 

1.17 

B 89 

24 

80.0 

23.32 

.50 

7.00 

2087.2 

173.9 

9.46 

42.86 

1.36 

it 

11 

85.0 

25.00 

.57 

7.07 

2167.8 

180.7 

9.31 

44.35 

1.33 

it 

it 

90.0 

26.47 

.63 

7.13 

2238.4 

186.5 

9.20 

45.70 

1.31 

it 

a 

95.0 

27.94 

.69 

7.19 

2309.0 

192.4 

9.09 

47.10 

1.30 

it 

it 

100.0 

29.41 

.75 

7.25 

2379.6 

198.3 

8.99 

48.55 

1.28 


PROPERTIES OF SPECIAL I-BEAMS. 


B 

105 

12 

40.0 

11.84 

.46 

5.25 

268-9 

44.8 

4.77 

13.81 

1.08 


U 

u 

45-0 

13.24 

.58 

5.37 

285.7 

47.6 

4-65 

14.89 

1.06 


U 

u 

50.0 

14.71 

.70 

5.49 

303.4 

50.6 

4.54 

16.12 

1.05 


u 

u 

55.0 

16.18 

.82 

5.61 

321.0 

53.5 

4.45 

17.46 

1.04 

B 

109 

15 

60.0 

17.67 

.59 

6.00 

609.0 

81.2 

5.87 

25.96 

1.21 


u 

u 

65.0 

19.12 

.69 

6-10 

636.1 

84.8 

5.77 

27.42 

1.20 


a 

u 

70.0 

20.59 

.78 

6-19 

663.7 

88.5 

5.68 

29.00 

1.19 


u 

u 

75.0 

22-06 

.88 

6.29 

691.2 

92.2 

5.60 

30.68 

1.18 


a 

u 

80.0 

23.53 

.98 

6.39 

718.8 

95.8 

5.53 

32.46 

1.17 

B 

113 

15 

80.0 

23.57 

.80 

6.40 

789.1 

105.2 

5.79 

41.31 

1.32 


« 

u 

85.0 

25.00 

.90 

6.50 

815.9 

108.8 

5.71 

43.46 

1.32 


u 

it 

90.0 

26.47 

.99 

6.59 

843.4 

112.5 

5.64 

45.79 

1.32 

/ 

u 

u 

95.0 

27-94 

1.09 

6-69 

871.0 

116.1 

5.58 

48.25 

1.31 


u 

u 

100.0 

29.41 

1.19 

6-79 

898.6 

119.8 

5.53 

50.84 

1.31 

B 

121 

20 

80.0 

23.73 

.60 

7.00 

1466-3 

146.6 

7.86 

45.81 

1.39 



a 

85.0 

25.00 

.66 

7.06 

1508.5 

150.9 

7.77 

47.25 

1.37 




90.0 

26.47 

.74 

7.14 

1557.5 

155.8 

7.67 

48.98 

1.36 




95.0 27.94 

.81 

7.21 

16066 

160.7 

7.58 

50.78 

1.35 




100.0 

29.41 

.88 

7.28 

1655.6 

165.6 

7.50 

52.65 

1.34 

B 

127 

24 

105.0 

30.98 

.63 

7.88 

2811.5 

234.3 

9.53 

78.90 

1.60 




110.0 

32.48 

.69 

7.94 

2883.5 

240.3 

9.42 

81.04 

1.58 




115.0 

33.98 

.75 

8.00 

2955.5 

246-3 

9.33 

83.23 

1.56 










































































CAMBRIA STEEL. 167 


PROPERTIES OF STANDARD I-BEAMS. 



H---d->1 


12 

13 

14 

15 

16 

1 

Increase of 

Coefficient of Strength. 

Coefficient of Deflection. 


Thickness 
of Web for 
each Pound 
Increase 
in Weight. 

For Fibre Stress 
of 16000 Pounds 
per Square Inch 
for Buildings. 

For Fibre Stress 
of 12500 Pounds 
per Square Inch 
for Bridges. 

Uniform 

Load. 

Center 

Load. 

Section 

Number. 

f 

F 

F' 

N 

N' 


.016 

942880 

997680 

1044740 

1091800 

736620 

779440 

816200 

852970 

.00000098 

.00000092 

.00000088 

.00000084 

.00000156 

.00000148 

.00000141 

.00000135 

B 65 

44 

44 

<4 

.015 

1247490 

1301110 

1353400 

974600 

1016490 

1057340 

.00000066 

.00000064 

.00000061 

.00000106 

.00000102 

.00000098 

B 73 
(1 

44 

.0123 

1855310 

1926950 

1989700 

2052440 

2115190 

1449460 

1505430 

1554450 

1603470 

1652490 

.00000037 

.00000036 

.00000035 

.00000034 

.00000033 

.00000060 

.00000057 

.00000056 

.00000054 

.00000052 

B 89 

44 

4 4 

44 

44 


PROPERTIES OF 

SPECIAL I-BEAMS. 


.025 

478130 

507930 

539300 

570670 

373540 

396820 

421320 

445830 

.00000288 

.00000272 

.00000256 

.00000242 

.00000462 

.00000435 

.00000409 

.00000387 

B 105 

U 

U 

U 

.020 

866130 

904660 

943870 

983090 

1022300 

676670 

706770 

737400 

768040 

798670 

.00000127 

.00000122 

.00000117 

.00000112 

.00000108 

.00000204 

.00000195 

.00000187 

.00000180 

.00000173 

B 109 

a 

u 

u 

u 

.020 

1122290 

1160340 

1199550 

1238770 

1277980 

876790 

906520 

937150 

967790 

998420 

.00000098 

.00000095 

.00000092 

.00000089 

.00000086 

.00000157 

.00000152 

.00000147 

.00000143 

.00000138 

B 113 

U 

“ 

“ 

u 

.015 

1564060 

1609100 

1661390 

1713670 

1765960 

1221920 

1257110 

1297960 

1338810 

1379660 

.00000053 

.00000051 

.00000050 

.00000048 

.00000047 

.00000085 

.00000082 

.00000080 

.00000077 

.00000075 

B 121 

« 

u 

u 

a 

.0123 

2499090 

2563090 

2627090 

1952420 

2002420 

2052420 

.00000028 

.00000027 

.00000026 

.00000044 

.00000043 

.00000042 

B 127 

u 

u 




















































168 


CAMBRIA STEEL. 


PROPERTIES OF STANDARD CHANNELS. 



1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

Section 

Depth 

of 

Chan- 

Weight 

Area 

of 

Thick¬ 
ness of 

Width 

of 

Moment 

of 

Inertia 

Section 

Mod¬ 

ulus 

Radius 

of 

Gyra¬ 

tion 

Moment 

of 

Inertia 

Section 

Mod¬ 

ulus 

Radius 

of 

Gyra¬ 

tion 

Num¬ 

ber. 

nel. 

per 

Foot. 

Section. 

Web. 

Flange. 

Axis 1-1. 

Axis 

1-1. 

Axis 

1-1. 

Axis 2-2. 

Axis 

2-2. 

Axis 

2-2. 

d 


A 

t 

b 

I 

S 

r 

I' 

S' 

r' 


Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inches.* 

Ins. 3 

Inches. 

Inches. 4 

Ins. 3 

Inch. 

C 5 

3 

4.00 

1.19 

.17 

1.41 

1.6 

1.1 

1.17 

.20 

.21 

.41 

a 

i i 

5.00 

1.47 

.26 

1.50 

1.8 

1.2 

1.12 

.25 

.24 

.41 

a 

it 

6.00 

1.76 

.36 

1.60 

2.1 

1.4 

1.08 

.31 

.27 

.42 

C 9 

4 

5.25 

1.55 

.18 

1.58 

3.8 

1.9 

1.56 

.32 

.29 

.45 

a 

i i 

6.25 

1.84 

.25 

1.65 

4.2 

2.1 

1.51 

.38 

.32 

.45 

it 

it 

7.25 

2.13 

.33 

1.73 

4.6 

2.3 

1.46 

.44 

.35 

.46 

C13 

5 

6.50 

1.95 

.19 

1.75 

7.4 

3.0 

1.95 

.48 

.38 

.50 

H 

t ( 

9.00 

2.65 

.33 

1.89 

8.9 

3.5 

1.83 

.64 

.45 

.49 

i i 

t i 

11.50 

3.38 

.48 

2.04 

10.4 

4.2 

1.75 

.82 

.54 

.49 

C17 

6 

8.00 

2.38 

.20 

1.92 

13.0 

4.3 

2.34 

.70 

.50 

.54 

< i 


10.50 

3.09 

.32 

2.04 

15.1 

5.0 

2.21 

.88 

.57 

.53 

it 


13.00 

3.82 

.44 

2.16 

17.3 

5.8 

2.13 

1.07 

.65 

.53 

i t 


15.50 

4.56 

.56 

2.28 

19.5 

6.5 

2.07 

1.28 

.74 

.53 

C21 

7 

9.75 

2.85 

.21 

2.09 

21.1 

6.0 

2.72 

.98 

.63 

.59 

< t 


12.25 

3.60 

.32 

2.20 

24.2 

6.9 

2.59 

1.19 

.71 

.57 

i i 


14.75 

4.34 

.42 

2.30 

27.2 

7.8 

2.50 

1.40 

.79 

.57 

a 


17.25 

5.07 

.53 

2.41 

30.2 

8.6 

2.44 

1.62 

.87 

.56 

i t 


19.75 

5.81 

.63 

2.51 

33.2 

9.5 

2.39 

1.85 

.96 

.56 

C25 

8 

11.25 

3.35 

.22 

2.26 

32.3 

8.1 

3.10 

1.33 

.79 

.63 

i i 


13.75 

4.04 

.31 

2.35 

36.0 

9.0 

2.98 

1.56 

.87 

.62 

i i 


16.25 

4.78 

.40 

2.44 

39.9 

10.0 

2.89 

1.78 

.95 

.61 

< ( 


18.75 

5.51 

.49 

2.53 

43.8 

11.0 

2.82 

2.01 

1.02 

.60 

i i 


21.25 

6.25 

.58 

2.62 

47.8 

11.9 

2.76 

2.25 

1.11 

.60 

C29 

9 

13.25 

3.89 

.23 

2.43 

47.3 

10.5 

3.49 

1.77 

.97 

.67 

i i 


15.00 

4.41 

.29 

2 49 

50.9 

11.3 

3.40 

1.95 

1.03 

.66 

l i 


20.00 

5.88 

.45 

2.65 

60.8 

13.5 

3.21 

2.45 

1.19 

.65 



25.00 

7.35 

.61 

2.81 

70.7 

15.7 

3.10 

2.98 

1.36 

.64 

C33 

10 

15.00 

4.46 

.24 

2.60 

66.9 

13.4 

3.87 

2.30 

1.17 

.72 



20.00 

5.88 

.38 

2.74 

78.7 

15.7 

3.66 

2.85 

1.34 

.70 



25.00 

7.35 

.53 

2.89 

91.0 

18.2 

3.52 

3.40 1.50 

.68 



30.00 

8.82 

.68 

3.04 

103.2 

20.6 

3.42 

3.99 1.67 

.67 



35.00 

10.29 

.82 

3.18 

115.5 

23.1 

3.35 

4.6611.87 

.67 

C41 

12 

20.50 

6.03 

.28 

2.94 

128.1 

21.4 

4.61 

3.91 1.75 

.81 



25.00 

7.35 

.39 

3.05 

144.0 

24.0 

4.43 

4.53 1.91 

.78 



30.00 

8.82 

.51 

3.17 

161.6 

26.9 

4.28 

5.21 

2.09 

.77 



35.00 

10.29 

.64 

3.30 

179.3 

29.9 

4.17 

5.90 

2.27 

.76 



40.00 

11.76 

.76 

3.42 

196.9 

32.8 

4.09 

6.63 

2.46 

.75 

C53 

15 

i i 

33.00 

9.90 

.40 

3.40 

312.6 

41.7 

5.62 

8.23 

3.16 

.91 


35.00 

10.29 

.43 

3.43 

319.9 

42.7 

5.57 

8.48 

3.22 

.91 



40.00 

11.76 

.52 

3.52 

347.5 

46.3 

5.44 

9.39 

3.43 

.89 



45.00 

13.24 

.62 

362 

375.1 

50.0 

5.32 

10.29 

3.63 

.88 



50,00 

14.71 

.72 

3.72 

402.7 

53.7 

5.23 

11.22 

3.85 

.87 



55.00 

16.18 

.82 

3.82 

430.2 

57.4 

5.16 

12.19 

4.07 

.87 








































































CAMBRIA STEEL. 


169 


PROPERTIES OF STANDARD CHANNELS. 


I 




-*- X r 


13 

14 

15 

16 

17 

18 

1 

Distance 

Increase of 

Coef. of Strength. 

Coef. of Deflection. 


of Gravity 

Web for 

Fibre Stress 

Fibre Stress 



* 

from 

each Pound 

16000 Pounds 

12500 Pounds 

Uniform 

Center 

Section 

Outside of 

Increase 

per Sq. Inch 

per Sq.Inch 

Load. 

Load 


Web. 

in Weight. 

for Buildings. 

for Bridges. 



Number. 

X 

f 

If 

F' 

N 

N' ‘ 


Inch. 

Inches. 



.44 

.098 

11630 

9090 

.0004743 

.0007589 

C 5 

.44 


13140 

10270 

.0004199 

.0006718 

i i 

.46 


14710 

11490 

.0003751 

.0006001 

it 

.46 

.074 

20230 

15800 

.0002046 

.0003273 

C 9 

.46 


22270 

17400 

.0001858 

.0002973 

it 

.46 


24360 

19030 

.0001698 

.0002717 

il 

.49 

.059 

31640 

24720 

.0001046 

.0001674 

C13 

.48 


37860 

29570 

.0000875 

.0001399 

a 

.51 


44390 

34680 

.0000746 

.0001193 

a 

.52 

.049 

46210 

36100 

.0000597 

.0000855 

C17 

.50 


53750 

42000 

.0000513 

.0000821 

i i 

.52 


61600 

48120 

.0000448 

.0000717 

u 

.55 


69440 

54250 

.0000397 

.0000636 

t i 

.55 

.042 

64270 

50210 

.0000368 

.0000588 

C21 

.53 


73650 

57540 

.0000321 

.0000514 

i l 

.53 


82740 

64690 

.0000286 

.0000457 

fi 

.55 


91950 

71840 

.0000257 

.0000411 

i i 

.58 


101100 

78990 

.0000234 

.0000374 

a 

.58 

.037 

86140 

67300 

.0000240 

.0000384 

C25 

.56 


95990 

75000 

.0000216 

.0000345 


.56 


106450 

83170 

.0000194 

.0000311 


.57 


116910 

91340 

.0000177 

.0000283 


.59 


127370 

99510 

.0000162 

.0000260 

i i 

.61 

.033 

112170 

87630 

.0000164 

.0000262 

C29 

.59 


120540 

94170 

.0000153 

.0000244 


.58 


144070 

112550 

.0000128 

.0000204 


.62 


167590 

130930 

.0000110 

.0000176 


.64 

029 

142680 

111470 

.0000116 

.0000186 

C33 

.61 


167940 

131210 

.0000099 

.0000158 


.62 


194090 

151630 

.0000085 

.0000136 


.65 


220230 

172060 

.0000075 

.0000120 


.69 


246380 

192480 

.0000067 

.0000107 


•70 

025 

227750 

177930 

.0000061 

.0000097 

C41 

.68 


256000 

200000 

.0000054 

.0000086 


68 


287370 

224510 

.0000048 

.0000077 


.69 


318750 

249020 

.0000043 

.0000069 


.72 


350120 

273530 

.0000039 

.0000063 


.79 

.020 

444520 

347280 

.0000025 

.0000040 

C53 

79 


455030 

355500 

.0000024 

.0000039 


.78 


494250 

386130 

.0000022 

.0000036 


.79 


533470 

416770 

.0000021 

.0000033 


.80 


572680 

447410 

.0000019 

.0000031 


.82 


611900 

478050 

.0000018 

.0000029 



i 























































































































































CAMBRIA STEEL. 


171 


PROPERTIES OF SHIP AND SPECIAL CHANNELS. 



14 

15 

16 

17 

18 

19 

20 

1 

Radius 

of 

Gyration 

Axis 2-2. 

Distance 
of Center 
of Gravity 
from 
Outside 
of Web. 

Increaseof 
Thickness 
of Web for 
each Lb. 
Increase 
in Weight. 

Coef. of Strength. 

Coef. of Deflection. 

Section 

Number. 

Fibre Stress 
16 000 Lbs. 
per Sq. Inch, 
for 

Buildings. 

Fibre Stress 
12 600 Lbs. 
per Sq. Inch, 
for 

Bridges. 

Uniform 

Load. 

Center 

Load. 

r' 

X 

f 




• 





F 

F' 

N 

N' 


Inch. 

Inch. 

Inch. 






1.08 

1.08 

.049 

88920 

69470 

.0000310 

.0000496 

C 86 

1.07 

1.04 

U 

96640 

75500 

.0000285 

.0000456 

U 

1.10 

1.18 

.049 

110450 

86290 

.0000250 

.0000400 

C 88 

1.11 

1.16 

U 

118770 

92790 

.0000232 

.0000372 

U 

1.05 

1.05 

.042 

135950 

106210 

.0000174 

.0000278 

C 89 

1.05 

1.04 

U 

146350 

114330 

.0000162 

.0000259 

U 

1.07 

1.05 

.037 

161930 

126510 

.0000128 

.0000204 

C101 

1.07 

1.02 

u 

174930 

136670 

.0000118 

.0000189 

U 

1.03 

.99 

.037 

167470 

130830 

.0000122 

.0000195 

C 103 

1.03 

.98 

u 

183470 

143330 

.0000113 

.0000181 

U 

.99 

.87 

.029 

194750 

152150 

.0000085 

.0000136 

C 90 

.97 

.84 

U 

216530 

169160 

.0000076 

.0000122 

u 

.95 

.83 

.029 

221870 

173330 

.0000074 

.0000119 

C 92 

.93 

.83 

U 

243200 

190000 

.0000068 

.0000109 

U 

1.11 

1.01 

.023 

389710 

304460 

.0000033 

.0000052 

C 95 

1.10 

.99 

« 

412750 

322460 

.0000031 

.0000049 

U 

1.10 

.98 

u 

426340 

333080 

.0000030 

.0000048 

u 

1.09 

.97 

u 

446740 

349010 

.0000029 

.0000046 

u 

1.08 

.97 

u 

480720 

375560 

.0000027 

.0000042 

u 

1.07 

.98 

u 

514710 

402120 

.0000025 

.0000040 

u 

1.06 

1.00 

u 

548700 

428670 

.0000023 

.0000037 

u 

.99 

.84 

.016 

692270 

540830 

.0000014 

.0000022 

C 65 

.97 

.83 

u 

738520 

576970 

.0000012 

.0000020 

u 

.96 

.83 

u 

784600 

612970 

.0000012 

.0000019 

u 

.95 

.85 

u 

833560 

651220 

.0000011 

.0000018 

u 
































































172 CAMBRIA STEEL. 


PROPERTIES OF BULB ANGLES. 


i 



1 

2 

3 

4 

5 

6 

7 

8 

Section 

Size. 

Weight 

per 

Area 

of 

Section. 

Thickness 
of Bulb 
Leg. 

Thickness 
of Plain 
Leg. 

Moment 

of 

Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

Number. 


Foot. 






a x b 


A 

t 

t' 

I 

S. 



Inches. 

Lbs. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 4 

Ins.3 

*A 175 

4 x 8% 

12.2 

3.59 

Vs 

Vs 

7.9 

3.56 

A 171 

5x2V 2 

10.2 

3.00 

M 

& to M 

10.4 

4.05 

A 177 

6x3 

11.8 

3.47 

5 

16 

.34 

16.8 

5.10 

i i 

44 

13.5 

3.95 

Vs 

.39 

18.5 

5-56 

i ( 

4 4 

15.0 

4.41 

7 

16 

.43 

20.1 

6.02 

A 179 

7x3 H 

15.7 

4.61 

% 

.43 

29.3 

7.21 

4 4 

4 4 

17.5 

5.13 

Tff 

.46 

31.6 

7.79 

4 4 

4 4 

19.1 

5.60 

M 

.48 

33.7 

8.36 

A 181 

8x3^ 

17.4 

5.09 

Vs 

.42 

42.8 

9.54 

4 4 

4 4 

19.3 

5.64 

Y6 

.44 

45.3 

10.15 

44 

44 

21.5 

6.30 

34 

.50 

50.1 

11.14 

A 183 

9 x 3J4 

20.3 

5.96 


.44 

62.6 

12.78 

44 

4 4 

22.6 

6.62 


.48 

68.0 

13.81 

4 4 

4 4 

24.8 

7.27 


.52 

72.7 

14.75 

A 185 

10x334 

23.6 

6.91 

7 

16 

.47 

88.6 

16.62 

4 4 

44 

26.1 

7.64 

34 

.51 

95.6 

17.81 

4 4 

4 4 

28.5 

8.35 

9 

16 

.55 

102.2 

19.00 


*Top Guard Angle. 






























































CAMBRIA STEEL. 173 


PROPERTIES OF BULB ANGLES. 


i 



9 

10 

11 

12 

13 

14 

15 

16 

1 

Radius 

of 

Gyration 
Axis 1-1. 

Distance 
Center of 
Gravity 
from back 
of Plain 
Leg. 

Moment 

of 

Inertia 
Axis 2-2. 

Section 
Modulus 
Axis 2-2. 

Radius 

of 

Gyration 
Axis 2-2. 

Distance 
Center of 
Gravity 
from back 
of Bulb 
Leg. 

Tangent 

of 

Angle. 

Least 

Radius 

of 

Gyration 
Axis 3-3. 

Section 

Number. 









r 

X 

I' 

S' 

r' 

x' 

a 

r" 


Ins. 

Ins. 

Ins. 4 

Ins.3 

Ins. 

Ins. 


Ins. 


1.48 

1.80 

3.08 

1.19 

.92 

.92 

.403 

.77 

A175* 

1.86 

2.43 

3.47 

1.81 

1.08 

.59 

.198 

1.03 

A171 

2.20 

2.70 

1.88 

.79 

.74 

.63 

.161 

.65 

A177 

2.16 

2.67 

2.11 

.90 

.73 

.65 

.161 

.65 

4 4 

2.14 

2.66 

2.33 

1.00 

.73 

.67 

.159 

.65 

t i 

2.52 

2.94 

3.70 

1.35 

.90 

.75 

.193 

.77 

A179 

2.48 

2.94 

3.99 

1.46 

.88 

.76 

.190 

.76 

4 4 

2.45 

2.97 

4.16 

1.52 

.86 

.76 

.183 

.75 

4 4 

2.90 

3.52 

3.73 

1.33 

.86 

.70 

.143 

.76 

A181 

2.83 

3.54 

3.95 

1.42 

.84 

.71 

.138 

.75 

4 4 

2.82 

3.50 

4.41 

1.59 

.83 

.73 

.136 

.75 

4 4 

3.24 

4.10 

4.00 

1.42 

.82 

.68 

.110 

.73 

A183 

3.20 

4.08 

4.37 

1.56 

.81 

.70 

.109 

.73 

4 4 

3.16 

4.07 

4.71 

1.69 

.80 

.71 

.108 

.73 

4 4 

3.58 

4.67 

4.34 

1.53 

.79 

.67 

.087 

.73 

A185 

3.54 

4.63 

4.73 

1.68 

.79 

.68 

.087 

.73 

4 4 

3.50 

4.61 

5.09 

1.82 

.78 

.70 

.086 

.72 

4 4 


*Top Guard Angie. 

























































174 


CAMBRIA STEEL. 


PROPERTIES OF STANDARD ANGLES. 
EQUAL LEGS. 



1 

2 

3 

4 

5 

6 

7 

8 






Distance of 







Area 

Center of 

Moment 

Section 


Dimensions. 

Thickness. 

Weight 

of 

Gravity 

of Inertia 

Modulus 

Section 



per 

Section. 

from Back 

Axis 1-1. 

Axis 1-1. 

Number. 



Foot. 


of Leg. 



a x a 

t 


A 

X 

I 

S 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inch. 

Inches.4 

Inches. 3 

All 

VAxlH 

H 

1.23 

.36 

.42 

.08 

.072 

U 

U 

A 

1.80 

.53 

.44 

.11 

.104 

u 

a 

H 

2.34 

.69 

.47 

.14 

.134 

u 

u 

A 

2.86 

.84 

.49 

.16 

.162 

A15 

2 x 2 

A 

2.44 

.72 

.57 

.27 

.19 

U 

u 

X 

3.19 

.94 

.59 

.35 

.25 

U 

u 

5 

16 

3.92 

1.15 

.61 

.42 

.30 

U 

u 

Vi 

4.7 

1.36 

.64 

.48 

.35 

u 

u 

A 

5.3 

1.56 

.66 

.54 

.40 

u 

u 

Vi 

6.0 

1.75 

.68 

.59 

.45 

A17 

2y 2 x2y 2 

A 

3.07 

.90 

.69 

.55 

.30 

U 

u 

X 

4.1 

1.19 

.72 

.70 

.39 

« 

u 

A 

5.0 

1.47 

.74 

.85 

.48 

u 

u 

H 

5-9 

1.73 

.76 

.98 

.57 

a 

a 

A 

6.8 

2.00 

.78 

1.11 

.65 

u 

u 


7.7 

2.25 

.81 

1.23 

.72 

A19 

3 x 3 


4.9 

1.44 

.84 

1.24 

.58 

a 

U 

5 

16 

6.1 

1.78 

.87 

1.51 

.71 

u 

u 

H 

7.2 

2.11 

.89 

1.76 

.83 

u 

a 

A 

8.3 

2.43 

.91 

1.99 

.95 

u 

X 

X 

9.4 

2.75 

.93 

2.22 

1.07 

u 

u 

A 

10.4 

3.06 

.95 

2.43 

1.19 





















































CAMBRIA STEEL. 175 


PROPERTIES OF STANDARD ANGLES. 
EQUAL LEGS. 



9 

10 

11 

12 

13 

1 

Radius of 

Distance of 

Least Moment 

Section 

Least Radius of 


Gyration 

Center of 
Gravity from 
External Apex. 

of Inertia 

Modulus 

Gyration 


Axis 1-1. 

Axis 2-2. 

Axis 2-2. 

Axis 2-2. 

Section 

Number. 







r 

x" 

I" 

S" 

r" 


Inch. 

Inches. 

Inches. 4 

Inches.3 

Inch. 


.47 

.60 

.031 

.053 

.30 

All 

.46 

.63 

.045 

.072 

.29 

U 

.45 

.66 

.058 

.088 

.29 

U 

.44 

.69 

.070 

.101 

.29 

u 

.62 

.80 

.11 

.14 

.39 

A15 

.61 

.84 

.14 

.17 

.39 

U 

.60 

.87 

.17 

.20 

.39 

u 

.59 

.90 

.20 

.22 

.39 

a 

.59 

.93 

.23 

.25 

.38 

a 

.58 

.96 

.26 

.27 

.38 

u 

.78 

.98 

.22 

.22 

.49 

A17 

.77 

1.01 

.29 

-28 

.49 

U 

.76 

1.05 

.35 

.33 

.49 

a 

.75 

1.08 

.41 

.38 

.48 

a 

.75 

1.11 

.46 

.42 

.48 

a 

.74 

1.14 

.52 

.46 

.48 

u 

.93 

1.19 

.50 

.42 

.59 

A19 

.92 

1.22 

61 

.50 

.59 

a 

.91 

1.26 

.72 

.57 

.58 

a 

.91 

1.29 

.82 

.64 

.58 

u 

.90 

1.32 

.92 

.70 

.58 

a 

.89 

1.35 

1.02 

.76 

.58 

u 








































176 CAMBRIA STEEL. 



1 

2 

3 

4 

5 

6 

7 

8 

Section 

Number. 

Dimensions. 

Thickness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Distance of 
Center of 
Gravity from 
Back of Leg. 

Moment 
of Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

X di 

t 

A 

X 

I 

S 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inches. 

Inches.* 

Inches. 3 

A21 

3)4 x 3)4 

TS 

7.2 

2.09 

.99 

2.45 

.98 

< i 

i i 

Vs 

8.5 

2.48 

1.01 

2.87 

1.15 

< i 

i i 

TZ 

9.8 

2.87 

1.04 

3.26 

1.32 

i i 

i i 

X A 

11.1 

3.25 

1.06 

3.64 

1.49 

<« 

i i 

T6 

12.4 

3-62 

1.08 

3.99 

1.65 

a 

i i 

Vs 

13.6 

3.98 

1.10 

433 

1.81 

i i 

i i 

ti 

14.8 

4.34 

1.12 

4.65 

1.96 

i i 

i i 

H 

16.0 

4.69 

1.15 

4.96 

2.11 

i i 

it 

ti 

17.1 

5.03 

1.17 

5.25 

2.25 

ti 

a 

k 

18.3 

5.36 

1.19 

5.53 

2.39 

A23 

4 x4 

T6 

8.2 

2.40 

1.12 

3.71 

1.29 

i i 

i i 

Vs 

9.8 

2.86 

1.14 

4.36 

1.52 


it 

Te 

11.3 

3.31 

1.16 

4.97 

1.75 

i i 


Vi 

12.8 

3.75 

1.18 

5.56 

1.97 


i t 

T6 

14.3 

4.18 

1.21 

6.12 

2.19 


i i 

Vs 

15.7 

4.61 

1.23 

6.66 

2.40 


i i 

ti 

17.1 

5.03 

1.25 

7.17 

2.61 



% 

18.5 

5.44 

1.27 

7.66 

2.81 


i i 

it 

19.9 

5.84 

1.29 

8.14 

3.01 



k 

21.2 

6.23 

1.31 

8.59 

3.20 

A27 

6 x 6 

Vs 

14.9 

4.36 

1.64 

15.39 

3.53 



-16 

17.2 

5-06 

1.66 

17.68 

4.07 



Vi 

19.6 

5.75 

1.68 

19.91 

4.61 



TS 

21.9 

6.43 

1.71 

22.07 

5.14 



Vs 

24.2 

7.11 

1.73 

24.16 

5.66 



it 

26.5 

7.78 

1.75 

26.19 

6.17 



V 

28.7 

8.44 

1.78 

28.15 

6.66 



JL3 

16 

31.0 

9.09 

1.80 

30.06 

7.15 



Vs 

33.1 

9.73 

1.82 

31.92 

7.63 



„if 

35.3 

10.37 

1.84 

33.72 

8.11 



1 

37.4 

11.00 

1.86 

35.46 

8.57 

A35 

00 

x: 

00 

H 

26.4 

7.75 

2.19 

48.65 

8.37 



TS 

29.6 

8.68 

2.21 

54.09 

9.34 



Vs 

32.7 

9.61 

2.23 

59.43 

10.30 



ti 

35.8 

10.53 

2.25 

64.64 

11.25 



H 

38.9 

11.44 

2.28 

69.74 

12.18 



1A 

16 

42.0 

12.34 

2.30 

74.72 

13.11 



Vs 

45.0 

13.23 

2.32 

79.58 

14.02 



it 

48.1 

14.12 

2.34 

84.34 

14.91 



1 

51.0 

15.00 

2.37 

88.98 

15.80 




54.0 

15.87 

2.39 

93.53 

16.67 



1)4 

56.9 

16.73 

2.41 

97.97 

17.53 





























































CAMBRIA STEEL. 


177 


PROPERTIES OF 
STANDARD ANGLES. 

EQUAL LEGS. 



r 


9 

10 

11 

12 

13 

1 

Radius of 
Gyration 

Aiis 1-1. 

Distance of 
Center of 
Gravity from 
External Apex. 

Least Moment of 
Inertia 

Axis 2-2. 

Section Modulus 
Axis 2-2. 

Least Radius of 
Gyration 
Axis 2-2. 

Section 

Number. 

r 

x" 

I" 

S" 

r" 

Inches. 

Inches. 

Inches. 4 

Inches.3 

Inch. 

1.08 

1.40 

.99 

.71 

.69 

A21 

1.07 

1.43 

1.16 

.81 

.68 

t i 

1.07 

1.46 

1.33 

.91 

.68 

a 

1.06 

1.50 

1.50 

1.00 

.68 

a 

1.05 

1.53 

1.66 

1.09 

.68 

tt 

1.04 

1.56 

1.82 

1.17 

.68 

a 

1.04 

1.59 

1.97 

1.24 

.67 

it 

1.03 

1.62 

2.13 

1.31 

.67 

tt 

1.02 

1.65 

2.28 

1.38 

.67 

tt 

1.02 

1.68 

2.43 

1.45 

.67 

tt 

1.24 

1.58 

1.50 

.95 

.79 

A23 

1.23 

1.61 

1.77 

1.10 

.79 

it 

1.23 

1.64 

2.02 

1.23 

.78 

tt 

1.22 

1.67 

2.28 

1.36 

.78 

tt 

1.21 

1.71 

2.52 

1.48 

.78 

t i 

1.20 

1.74 

2.76 

1.59 

.77 

it 

1.19 

1.77 

3.00 

1.70 

.77 

i t 

1.19 

1.80 

3.23 

1.80 

.77 

i i 

1.18 

1.83 

3.46 

1.89 

.77 

It 

1.17 

1.86 

3.69 

1.99 

.77 

tt 

1.88 

2.32 

6.19 

2.67 

1.19 

A27 

1.87 

2.34 

7.13 

3.04 

1.19 

i i 

1.86 

2.38 

8.04 

3.37 

1.18 


1.85 

2.41 

8.94 

3-70 

1.18 


1.84 

2.45 

9.81 

4.01 

1.17 

i t 

1.83 

2.48 

10.67 

4.31 

1.17 


1.83 

2.51 

11.52 

4.59 

1.17 


1.82 

2.54 

12.35 

4.86 

1.17 


1.81 

2.57 

13.17 

5.12 

1.16 


1.80 

2.60 

13.98 

5.37 

1.16 


1.80 

2.64 

14.78 

5.61 

1.16 


2.51 

3.09 

19.56 

6.33 

1.59 

A35 

2.50 

3.12 

21.79 

6.98 

1.58 


2.49 

3.16 

23.97 

7.60 

1.58 


2.48 

3.19 

26.13 

8.20 

1-58 


2.47 

3.22 

28.24 

8.77 

1.57 


2.46 

3.25 

30.33 

9.33 

1.57 


2.45 

3.28 

32.38 

9.86 

1.56 


2.44 

3.32 

34.40 

10.38 

1.56 


2-44 

3.35 

36.40 

10.88 

1-56 


2.43 

3.38 

38.38 

11.36 

1.56 


2.42 

3.41 

40.33 

11.83 

1.55 






































178 CAMBRIA STEEL. 


PROPERTIES OF SPECIAL ANGLES. 
EQUAL LEGS. 



1 

2 

3 

4 

5 

6 


8 





Area 

Distance of 

Moment 

Section 


Dimensions. 

Thickness 


of 

Center of 

of Inertia 

Modulus 

Section 



per 


Gravity from 







Section. 

Back of Leg. 

Axis 1-1. 

Axis 1-1. 

Number. 



Foot. 






a x a 

t 


A 

X 

I 

S 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 4 

Inches. 3 

A36 


Vs 

.59 

.17 

.23 

.009 

.017 

U 

u 

16 

.84 

.25 

.25 

.012 

.024 

A37 

1 x 1 

Vs 

.80 

.23 

.30 

.022 

.031 

u 

a 

3 

16 

1.16 

.34 

.32 

.030 

.044 

u 

a 

M 

1.49 

.44 

.34 

.037 

.056 

A38 

lHxl X 

Vs 

1.01 

.30 

.36 

.044 

.049 

U 

a 

To 

1.48 

.43 

.38 

.061 

.071 

U 

u 

M 

1.92 

.56 

.40 

.077 

.091 

A40 

lMxlM 

3 

16 

2.12 

.62 

.51 

.18 

.14 

U 

a 

M 

2.77 

.81 

.53 

.23 

.19 

U 

« 

-fs 

3.39 

1.00 

.55 

.27 

.23 

a 

a 

Vs 

3.99 

1.17 

.57 

.31 

.26 

A41 

2Hx2H 

3 

16 

2-75 

.81 

.63 

.39 

.24 

U 

a 


3-62 

1.06 

.65 

.50 

.32 

u 

u 


4.5 

1.31 

.68 

.61 

.39 

u 

a 


5.3 

1.55 

.70 

.70 

.45 

u 

u 


6.1 

1.78 

.72 

.79 

.52 

A43 

2%x2H 

3 

16 

3.39 

1.00 

.76 

.73 

.37 

U 

a 

M 

4.5 

1.31 

.78 

.95 

.48 

« 

u 

5 

16 

5.6 

1.62 

.80 

1.15 

.59 

a 

u • 

Vs 

6.6 

1.92 

.82 

1.33 

.69 

u 

u 

-16 

7.6 

2.22 

.85 

1.51 

.79 

u 

a 

'A 

8.5 

2.50 

.87 

1.67 

.89 

A47 

5 x 5 

Vs 

12.3 

3-61 

1.39 

8.74 

2.42 

a 

u 

7 

16 

14.3 

4.18 

1.41 

10.02 

2.79 

u 

U 

A. 

16.2 

4.75 

1.43 

11.25 

3.16 

u 

u 

9 

1 6 

18.1. 

5.31 

1.46 

12.44 

3.51 

u 

u 


20.0 

5.86 

1.48 

13.58 

3.86 

u 

u 

11 

16 

21.8 

6.40 

1.50 

14.68 

4.20 






















































CAMBKIA STEEL. 179 


PROPERTIES OF SPECIAL ANGLES. 

0 

EQUAL LEGS. 



9 

10 

11 

12 

13 

1 

Radius 

of 

Gyration 

Distance of 
Center of 
Gravity from 

Least Moment 

of Inertia 

Section 

Modulus 

Least Radius 

of Gyration 

Section 

Axis 1-i. 

External Apex. 

Axis 2-2. 

Axis 2-2. 

Axis 2-2. 

Number. 

r 

x" 

I" 

S" 

r" 


Inch. 

Inch. 

Inches. 4 

Inches. 3 

Inch. 


.22 

.33 

.004 

.011 

.14 

A36 

.22 

.36 

.005 

.014 

.14 

U 

.30 

.42 

.009 

.021 

.19 

A37 

.30 

.45 

.013 

.028 

.19 

U 

.29 

.48 

.016 

.034 

.19 

U 

.38 

.51 

.018 

.035 

.24 

A38 

.38 

.54 

.025 

.047 

.24 

u 

.37 

.57 

.033 

.057 

.24 

a 

.54 

.72 

.073 

.10 

.34 

A40 

.53 

.75 

.094 

.13 

.34 

u 

.52 

.78 

.113 

.15 

.34 

u 

.51 

.81 

.133 

.16 

.34 

u 

.70 

.89 

.16 

.18 

.44 

A41 

.69 

.92 

.21 

.22 

.44 

U 

.68 

.96 

.25 

.26 

.44 


.67 

.99 

.29 

.30 

.43 


.67 

1.02 

.33 

.33 

.43 


.86 

1.07 

.30 

.28 

.54 

A43 

.85 

1.10 

.38 

.35 

.54 


.84 

1.13 

.47 

.41 

.54 


.83 

1.17 

.55 

.47 

.53 


.83 

1.20 

.63 

.52 

.53 

“i 

.82 

1.23 

.70 

.57 

.53 


1.56 

1.96 

3.53 

1.79 

.99 

A47 

1.55 

2-00 

4.05 

2-03 

.98 


1.54 

2.03 

4.56 

2.25 

.98 


1.53 

2.06 

5.06 

2.46 

.98 


1.52 

2.09 

5.55 

2-66 

.97 


1.51 

2.12 

6.03 

2.84 

.97 






































180 CAMBRIA STEEL. 




PROPERTIES OF 


STANDARD ANGLES. 




UNEQUAL LEGS. 

v y*^>" * 


i 

2 

3 

4 

5 

6 

7 

8 

Section 

Number. 

Dimensions. 

Thickness 

Weight 

per 

Foot. 

Area 

of 

Section. 

Distance of 
Center of 
Gravity from 
Back of 
Longer Leg. 

Moment 
of Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

b x a 

t 

A 

X 

I 

S 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inch. 

Inches.4 

Inches.3 

A91 

23^x2 

3 

16 

2.75 

.81 

.51 

.29 

.20 

« 

u 

X 

3.62 

1.06 

.54 

.37 

.25 

a 

u 

TS 

4.5 

1.31 

.56 

.45 

.31 

a 

u 

Vs 

5.3 

1.55 

.58 

.51 

.36 

u 

u 

rs 

6-1 

1.78 

.60 

.58 

.41 

u 

u 

Vi 

6.8 

2.00 

.63 

.64 

.46 

A93 

3 x2J4 

X 

4.5 

1.31 

.66 

.74 

.40 

a 

a 

5 

16 

5.6 

1.62 

.68 

.90 

.49 

u 

a 

Vs 

6.6 

1.92 

.71 

1.04 

.58 

a 

a 

rs 

7.6 

2.22 

.73 

1.18 

-66 

u 

u 

V2 

8.5 

2.50 

.75 

1.30 

.74 

u 

u 

& 

9.5 

2.78 

.77 

1.42 

.82 

A95 

sy 2 x2V2 

X 

4.9 

1.44 

.61 

.78 

.41 

a 

u 

i*s 

6.1 

1.78 

.64 

.94 

.50 

u 

u 

Vs 

7.2 

2.11 

.66 

1.09 

.59 

u 

u 

VS 

8.3 

2.43 

.68 

1.23 

.68 

u 

u 

X 

9.4 

2.75 

.70 

1.36 

.76 

u 

u 

TS 

10.4 

3.06 

.73 

1.49 

.84 


u 

54 

11.5 

3.36 

.75 

1.61 

.92 


u 


12.5 

3.65 

.77 

1.72 

.99 


u 

X 

13.4 

3.94 

.79 

1.83 

1.07 

A97 

33^x3 

IS 

6.6 

1.93 

.81 

1.58 

.72 


u 

X 

7.9 

2.30 

.83 

1.85 

.85 


u 

A 

9-1 

2.65 

.85 

2.09 

.98 


u 

34 

10.2 

3.00 

.88 

2.33 

1.10 


u 


11.4 

3.34 

.90 

2.55 

1.21 


a 

X 

12.5 

3-67 

.92 

2.76 

1.33 


u 

» 

13.6 

4.00 

.94 

2.96 

1.44 


u 

X 

14-7 

4.31 

.96 

3-15 

1.54 



H 

15.8 

4.62 

.98 

3.33 

1.65 


a 

Vs 

16.8 

4.92 

1.00 

3.50 

1.75 

A99 

4 x 3 


7.2 

2.09 

.76 

1.65 

.73 


a 

X 

8.5 

2.48 

.78 

1.92 

.87 



vs 

9.8 

2.87 

.80 

2.18 

.99 


a 

34 

11.1 

3.25 

.83 

2.42 

1.12 



vs 

12.4 

3-62 

.85 

2.66 

1.23 



X 

13.6 

3.98 

.87 

2.87 

1.35 


a 

tt 

14.8 

4.34 

.89 

3-08 

1.46 




16.0 

4.69 

.92 

3-28 

1.57 



« 

17.1 

5.03 

.94 

3.47 

1.68 

“ 

“ 

X 

18.3 

5.36 

.96 

3.66 

1.79 



























































































































































































































































































1.86 CAMBRIA STEEL. 


MOMENTS OF INERTIA OF RECTANGLES. 

Neutral | Axis 

.t. 


Depth 

Width of Rectangle in Inches. 

in 

Inches. 

1 

5 

3 

7 

1 

9 

5 


4 

1 6 

8 

1 6 

2 

1 6 

8 

2 

.17 

.21 

.25 

.29 

.33 

.38 

.42 

3 

.56 

.70 

.84 

.98 

1.13 

1.27 

1.41 

4 

1.33 

1.67 

2.00 

2.33 

2.67 

3.00 

3.33 

5 

2.60 

3.26 

3.91 

4.56 

5.21 

5.86 

6.51 

6 

4.50 

5.63 

6.75 

7.88 

9.00 

10.13 

11.25 

7 

7.15 

8.93 

10.72 

12.51 

14.29 

16.08 

17.86 

8 

10.67 

13.33 

16.00 

18.67 

21.33 

24.00 

26.67 

9 

15.19 

18.98 

22.78 

26.58 

30.38 

34.17 

37.97 

10 

20.83 

26.04 

31.25 

36.46 

41.67 

46.87 

52.08 

11 

27.73 

34.66 

41.59 

48.53 

55.46 

62.39 

69.32 

12 

36.00 

45.00 

54.00 

63.00 

72.00 

81.00 

90.00 

13 

45.77 

57.21 

68.66 

80.10 

91.54 

102.98 

114.43 

14 

57.17 

71.46 

85.75 

100.04 

114.33 

128,63 

142.92 

15 

70.31 

87.89 

105.47 

123.05 

140.63 

158.20 

175.78 

16 

85.33 

106.67 

128.00 

149.33 

170.67 

192.00 

213.33 

17 

102.35 

127.94 

153.53 

179.12 

204.71 

230.30 

255.89 

18 

121.50 

151.88 

182.25 

212.63 

243.00 

273.38 

303.75 

19 

142.90 

178.62 

214.34 

250.07 

285.79 

321.52 

357.24 

20 

166.67 

208.33 

250.00 

291.67 

333.33 

375.00 

416.67 

21 

192.94 

241.17 

289.41 

337.64 

385.88 

434.11 

482.34 

22 

221.83 

277.29 

332.75 

388.21 

443.67 

499.13 

554.58 

23 

253.48 

316.85 

380.22 

443.59 

506.96 

570.33 

633.70 

24 

288.00 

360.00 

432.00 

504.00 

576.00 

648.00 

720.00 

25 

325.52 

406.90 

488.28 

569.66 

651.04 

732.42 

813.80 

26 

366.17 

457.71 

549.25 

640.79 

732.33 

823.88 

915.42 

27 

410.06 

512.58 

615.09 

717.61 

820.13 

922.64 

1025.16 

28 

457.33 

571.67 

886.00 

800.33 

914.67 

1029.00 

1143.33 

29 

508.10 

635.13 

762.16 

889.18 

1016.21 

1143.23 

1270.26 

30 

562.50 

703.13 

843.75 

984.38 

1125.00 

1265.63 

1406.25 

32 

682.67 

853.33 

1024.00 

1194.67 

1365.33 

1536.00 

1706.67 

34 

818.83 

1023.54 

1228.25 

1432.96 

1637.67 

1842.38 

2047.08 

36 

972.00 

1215.00 

1458.00 

1701.00 

1944.00 

2187.00 

2430.00 

38 

1143.17 

1428.96 

1714.75 

2000.54 

2286.33 

2572.13 

2857.92 

40 

1333.33 

1666.67 

2000.00 

2333.33 

2666.67 

3000.00 

3333.33 

42 

1543.50 

1929.38 

2315.25 

2701.13 

3087.00 

3472.88 

3858.75 

44 

1774.67 

2218.33 

2662.00 

3105.67 

3549.33 

3993.00 

4436.67 

46 

2027.83 

2534.79 

3041.75 

3548.71 

4055.67 

4562.63 

5069.58 

48 

2304.00 

2880.00 

3456.00 

4032.00 

4608.00 

5184.00 

5760.00 

50 

2604.17 

3255.21 

3906.25 

4557.29 

5208.33 

5859.38 

6510.42 

52 

2929.33 

3661.67 

4394.00 

5126.33 

5858.67 

6591.00 

7323.33 

54 

3280.50 

4100.63 

4920.75 

5740.88 

6561.00 

7381.13 

8201.25 

56 

3658.67 

4573.33 

5488.00 

6402.67 

7317.33 

8232.00 

9146.67 

58 

4064.83 

5081.04 

6097.25 

7113.46 

8129.67 

9145.87 

10162.08 

60 

4500.00 

5625.00 

6750.00 

7875.00 

9000.00 

10125.00 

11250.00 


























CAMBRIA STEEL. 187 


MOMENTS OF INERTIA OF RECTANGLES. 

Neutral | Axis 

. 1 ". 



Width 

of Rectangle in Inches. 


Depth 

11 

3 

1 3 

i 

1 5 

1 

in 

Inches. 

1 6 

4 

1 6 

8 

1 6 



.46 

.50 

.54 

.58 

.63 

.67 

2 

1.55 

1.69 

1.83 

1.97 

2.11 

2.25 

3 

3.67 

4.00 

4.33 

4.67 

5.00 

5.33 

4 

7.16 

7.81 

8.46 

9.11 

9.77 

10.42 

5 

12.38 

13.50 

14.63 

15.75 

16.88 

18.00 

6 

19.65 

21.44 

23.22 

25.01 

26.80 

28.58 

7 

29.33 

32.00 

34.67 

37.33 

40.00 

42.67 

8 

41.77 

45.56 

49.36 

53.16 

56.95 

60.75 

9 

57.29 

62.50 

67.71 

72.92 

78.13 

83.33 

10 

76.26 

83.19 

90.12 

97.05 

103.98 

110.92 

11 

99.00 

108.00 

117.00 

126.00 

135.00 

144.00 

12 

125.87 

137.31 

148.75 

160.20 

171.64 

183.08 

13 

157.21 

171.50 

185.79 

200.08 

214.38 

228.67 

14 

193.36 

210.94 

228.52 

246.09 

263.67 

281.25 

15 

234.67 

256.00 

277.33 

298.67 

320.00 

341.33 

16 

281.47 

307.06 

332.65 

358.24 

383.83 

409.42 

17 

334.13 

364.50 

394.88 

425.25 

455.63 

486.00 

18 

392.96 

428.69 

464.41 

500.14 

535.86 

571.58 

19 

458.33 

500.00 

541.67 

583.33 

625.00 

666.67 

20 

530.58 

578.81 

627.05 

675.28 

723.52 

771.75 

21 

610.04 

665.50 

720.96 

776.42 

831.87 

887.33 

22 

697.07 

760.44 

823.81 

887.18 

950.55 

1013.92 

23 

792.00 

864.00 

936.00 

1008.00 

1080.00 

1152.00 

24 

895.18 

976.56 

1057.94 

1139.32 

1220.70 

1302.08 

25 

1006.96 

1098.50 

1190.04 

1281.58 

1373.13 

1464.67 

26 

1127.67 

1230.19 

1332.70 

1435.22 

1537.73 

1640.25 

27 

1257.67 

1372.00 

1486.33 

1600.67 

1715.00 

1829.33 

28 

1397.29 

1524.31 

1651.34 

1778.36 

1905.39 

2032.42 

29 

1546.88 

1687.50 

1828.13 

1968.75 

2109.38 

2250.00 

30 

1877.33 

2048.00 

2218.67 

2389.33 

2560.00 

2730.67 

32 

2251.79 

2456.50 

2661.21 

2865.92 

3070.63 

3275.33 

34 

2673.00 

2916.00 

3159.00 

3402.00 

3645.00 

3888.00 

36 

3143.71 

3429.50 

3715.29 

4001.08 

4286.88 

4572.67 

38 

3666.67 

4000.00 

4333.33 

4666.67 

5000.00 

5333.33 

40 

4244.63 

4630.50 

5016.38 

5402.25 

5788.13 

6174.00 

42 

4880.33 

5324.00 

5767.67 

6211.33 

6655.00 

7098.67 

44 

5576.54 

6083.50 

6590.46 

7097.42 

7604.38 

8111.33 

46 

6336.00 

6912.06 

7488.00 

8064.00 

8640.00 

9216.00 

48 

7161.46 

7812.50 

8463.54 

9114.58 

9765.63 

10416.67 

50 

8055.67 

8788.00 

9520.33 

10252.67 

109S5.00 

11717.33 

52 

9021.38 

9841.50 

10661.63 

11481.75 

12301.88 

13122.00 

54 

10061.33 

10976.00 

11890.67 

12805.33 

13720.00 

14634.67 

56 

11178.29 

12194.50 

13210.71 

14226.92 

15243.12 

16259.33 

58 

12375.00 

13500.00 

14625.00 

15750.00 

16875.00 

18000.00 

60 










































































CAMBKIA STEEL. 


189 


RADII OF GYRATION FOR TWO ANGLES 
PLACED BACK TO BACK. 

ANGLES WITH EQUAL LEGS. 



Radii of gyration correspond to directions indicated by arrowheads. 


Section 

Number. 

Dimensions. 

Thickness. 

Area of 
Two 
Angles. 

r o 

Tl 

ladii of 

r 2 

&yration 

r 3 

*4 


Inches. 

Inch. 

Sq. Ins. 

All 

lMx 1 Vx 

3 

16 

1.06 

0.46 

0.64 

0.73 

0.78 

0.83 

0.94 

U 


a 

5 

16 

1.68 

0.44 

0.66 

0.76 

0.81 

0.86 

0-97 

* A 40 

IK 

tIK 

TS 

1.24 

0.54 

0.74 

0.83 

0.88 

0.93 

1.03 

U 


U 

Vs 

2.34 

0.51 

0.76 

0.86 

0.91 

0.97 

1.07 

A 15 

2 

x 2 

3 

1.44 

0.62 

0.84 

0.93 

0.98 

1.03 

1.13 

U 


a 

5 

2.30 

0.60 

0.86 

0.95 

1.00 

1.05 

1.16 

u 


a 

rs 

3.12 

0.59 

0.88 

0.98 

1.03 

1.08 

1.19 

* A 41 

2H 

x 234 

3 

16 

1.62 

0.70 

0.94 

1.03 

1.08 

1.12 

1.22 

U 


u 


3.10 

0.67 

0.97 

1.06 

1.11 

1.16 

1.27 

A 17 

2V 2 

x 234 

J4 

2.38 

0.77 

1.05 

1.14 

1.19 

1.24 

1.34 

U 


u 

% 

3.46 

0.75 

1.07 

1.16 

1.21 

1.26 

1.36 

U 


u 

3^ 

4.50 

0.74 

1.09 

1.19 

1.24 

1.29 

1.39 

* A 43 

2K 

x 2 M 

JL. 

16 

2.00 

0.86 

1.14 

1.23 

1.28 

1.32 

1.42 

u 


a 

5 

3.24 

0.84 

1.16 

1.25 

1.30 

1.35 

1.45 

u 


a 

7 

16 

4.44 

0.83 

1.18 

1.28 

1.32 

1.37 

1.47 

A 19 

3 

x 3 

34 

2.88 

0.93 

1.26 

1.34 

1.39 

1.43 

1.53 

U 


u 

7 

4.86 

0.91 

1.28 

1.37 

1.42 

1.47 

1.57 

u 


u 

A 

6.12 

0.89 

1.30 

1.39 

1.44 

1.49 

1.59 

A 21 

3 y 2 

X 3 M 

34 

4.96 

1.07 

1.48 

1.56 

1.61 

1.66 

1.75 

a 


a 

34 

7.96 

1.04 

1.52 

1.61 

1.66 

1.71 

1.81 

u 


u 

13 

16 

10.06 

1.02 

1.55 

1.65 

1.70 

1.75 

1.85 

A 23 

4 

x 4 

5 

4.80 

1.24 

1.67 

1.76 

1.80 

1.85 

1.94 

« 


U 

9 

8.36 

1.21 

1.71 

1.80 

1.85 

1.89 

1.99 

U 


U 

13 

16 

11.68 

1.18 

1.75 

1.85 

1.89 

1.94 

2.04 

* A 47 

5 

x 5 

34 

7.22 

1.56 

2.09 

2.17 

2.22 

2.26 

2.35 

U 


U 

34 

950 

1.54 

2.10 

2.19 

2.24 

2.28 

2.38 

U 


a 

34 

11.72 

1.52 

2.12 

2.21 

2.26 

2.30 

2.40 

A 27 

6 

x 6 

7 

10.12 

1.87 

2.50 

2.58 

2.63 

2.67 

2.76 

U 


U 

34 

14.22 

1.84 

2.53 

2.62 

2.66 

2.71 

2.80 

a 


a 

34 

19.46 

1.81 

2.57 

2.66 

2.70 

2.75 

2.85 

A 35 

8 

x 8 

34 

15.50 

2.51 

3.32 

3.41 

3.45 

3.49 

3.58 

« 


u 

34 

19.22 

2.49 

3-34 

3.43 

3.47 

3.51 

3.60 

u 


u 

34 

22.88 

2.47 

3.36 

3.44 

3.49 

3-53 

3.62 

a 


a 

34 

26.46 

2.45 

3.38 

3.46 

3.51 

3.55 

3.64 

u 


u 

1 

30.00 

2.44 

3.40 

3.48 

3.53 

3.57 

3.67 

u 


a 

134 

33.46 

2.42 

3.42 

3.51 

3.55 

3.60 

369 


Angles marked * are special sections. 





































190 CAMBRIA STEEL. 


RADII OF GYRATION FOR TWO ANGLES 
PLACED BACK TO BACK. 


ANGLES WITH UNEQUAL LEGS. 



Radii of gyration correspond to directions indicated by arrowheads. 


Section 

Number. 

Dimensions. 

Thickness 

Area of 
Two 
Angles. 

r 0 

Ti 

Etadii of 

r 2 

Gyratioi 

r 3 

a. 

r 4 

r 5 

Inches. 

Inch. 

Sq. Ins. 

A 91 

2^x2 

lV 

1.62 

0.79 

0.79 

0.88 

0.92 

0.97 

1.07 

tl 


44 

H 

3.10 

0.77 

0.82 

0.91 

0.96 

1.01 

1.12 

<4 


44 

k 

4.00 

0.75 

0.84 

0.94 

0.99 

1.04 

1.15 

* A 129 

3 

x2 

iS 

1.80 

0.97 

0.75 

0.83 

0.88 

0.93 

1.03 

44 


44 

if 

2.94 

0.95 

0.76 

0.85 

0.90 

0.95 

1.05 

4 4 


44 

re 

4.00 

0.93 

0.79 

0.88 

0.93 

0.98 

1.09 

A 93 

3 

x2 J* 

H 

2.62 

0.95 

1.00 

1.09 

1.13 

1.18 

1.28 

44 


44 

% 

3.84 

0.93 

1.02 

1.11 

1.16 

1.21 

1.31 

44 


44 

A 

5.56 

0.91 

1.05 

1.15 

1.20 

1.25 

1.35 

A 95 

3J4x2H 

M 

2.88 

1.12 

0.96 

1.04 

1.09 

1.13 

1.23 

44 


44 

34 

5.50 

1.09 

1.00 

1.09 

1.14 

1.19 

1.29 

44 


44 

» 

7.30 

1.06 

1.03 

1.13 

1.18 

1.23 

1.33 

A 97 

8V 2 x3 

A 

3.86 

1.10 

1.21 

1.30 

1.35 

1.39 

1.49 

4 4 


44 

* 

6.68 

1.07 

1.25 

1.34 

1.39 

1.44 

1.54 

44 


44 

n 

9.24 

1.04 

1.30 

1.40 

1.45 

1.50 

1.60 

A 99 

4 

x 3 

TS 

4.18 

1.27 

1.17 

1.25 

1.30 

1.34 

1.44 

4 4 


44 

* 

7.24 

1.24 

1.21 

1.30 

1.34 

1.39 

1.49 



44 

if 

10.06 

1.21 

1.25 

1.35 

1.40 

1.45 

1.55 

* A 131 

4 

x 3 M 

& 

4.50 

1.26 

1.42 

1.50 

1.55 

1.59 

1.69 

44 


44 

34 

7.00 

1.23 

1.44 

1.53 

1.58 

1.63 

1.72 

44 


44 

54 

8.60 

1.22 

1.46 

1.55 

1.60 

1.65 

1.75 

A 101 

5 

x 3 


4.80 

1.61 

1.09 

1.17 

1.22 

1.26 

1.36 

44 


44 

A 

8.36 

1.58 

1.13 

1.22 

1.26 

1.31 

1.41 

44 


44 

if 

11.68 

1.55 

1.17 

1.27 

1.32 

1.37 

1.47 

A 103 

5 

x 3 ^ 

54 

6.10 

1.60 

1.34 

1.42 

1.46 

1.51 

1.60 



44 

54 

9.84 

1.56 

1.37 

1.46 

1.51 

1.56 

1.66 

44 


44 

34 

13.34 

1.53 

1.42 

1.51 

1.56 

1.61 

1.71 

* A 135 

5 

x 4 

54 

6.46 

1.59 

1.58 

1.66 

1.71 

1.75 

1.85 



44 

34 

8.50 

1.57 

1.60 

1.68 

1.73 

1.78 

1.87 



44 

54 

10.46 

1.55 

1.62 

1.71 

1.75 

1.80 

1.90 

A 105 

6 

x3y 2 

H 

6.84 

1.94 

1.26 

1.34 

1.39 

1.43 

1.53 



44 

54 

11.10 

1.90 

1.30 

1.39 

1.43 

1.48 

1.58 




34 

15.10 

1.87 

1.34 

1.44 

1.49 

1.53 

1.64 

A 107 

6 

x 4 

54 

7.22 

1.93 

1.50 

1.58 

1.62 

1.67 

1.76 




54 

11.72 

1.90 

1.53 

1.62 

1.67 

1.71 

1.81 




34 

15-96 

1.86 

1.58 

1.67 

1.71 

1.76 

1-86 

* A 109 

7 

X 3^2 

w 

8.80 

2.26 

1.16 

1.29 

1.33 

1.38 

1.47 




34 

10.00 

2.25 

1.22 

1.30 

1.35 

1.39 

1.48 




54 

12.34 

2.24 

1.24 

1.32 

1.37 

1.42 

1.51 





15.74 

2.21 

1.27 

1.36 

1.41 

1.46 

1.56 




1 

19.00 

2.19 

1.31 

1.40 

1.45 

1.50 

1.60 


Angles marked * are special sections. 








































CAMBRIA STEEL. 


191 


RADII OF GYRATION FOR TWO ANGLES 
PLACED BACK TO BACK. 

ANGLES WITH UNEQUAL LEGS. 



Radii of gyration correspond to directions indicated by arrowheads. 


Section 

Dimensions. 

Thickness. 

Area of 
Two 


Radii of 

Gyration. 


Number. 




Angles. 

r 0 



r 3 


r 5 


Inches. 

Inch. 

Sq. Ins. 

1 1 


M 

A 91 

2K 

x 2 

IjB 

1.62 

0.60 

1.10 

1.19 

1.24 

1.29 

1.39 

it 


Vs 

3.10 

0.58 

1.13 

1.23 

1.28 

1.33 

1.43 

ii 


ii 

Yz 

4.00 

0.56 

1.15 

1.25 

1.30 

1.35 

1.46 

* A 129 

3 

x 2 


1.80 

0.58 

1.37 

1.46 

1.51 

1.56 

1.66 

ii 


a 

5 

2.94 

0.57 

1.39 

1.48 

1.53 

1.58 

1.68 

it 


a 

16 

4.00 

0.55 

1.41 

1.51 

1.56 

1.61 

1.71 

A 93 

3 

*2Vz 

a 

X 

2.62 

0.75 

1.31 

1.40 

1.45 

1.50 

1.60 

it 


A 

3.84 

0.74 

1.33 

1.42 

1.47 

1.52 

1.63 

ii 


a 

16 

5.56 

0.72 

1.37 

1.46 

1.51 

1.56 

1.66 

A 95 

CO 

x2Yz 

ii 

X 

2.88 

0.74 

1.58 

1.67 

1.72 

1.76 

1.86 

it 

Yz 

5.50 

0.70 

1.62 

1.72 

1.77 

1.81 

1.92 

ii 


it 

U 

7.30 

0.69 

1.66 

1.75 

1.80 

1.86 

1.96 

A 97 


x 3 


3.86 

0.90 

1.52 

1.61 

1.66 

1.71 

1.80 

a 

it 


6.68 

0.87 

1.57 

1.66 

1.71 

1.76 

1.86 

a 


it 

13 

16 

9.24 

0.85 

1.61 

1.71 

1.76 

1.81 

1.91 

A 99 

4 

x 3 

5 

4.18 

0.89 

1.79 

1.88 

1.93 

1.97 

2.07 

it 


ii 

9 

7.24 

0.86 

1.83 

1.93 

1.97 

2.02 

2.12 

ii 


ii 

13. 

1G 

10.06 

0.83 

1.88 

1.97 

2.02 

2.08 

2.18 

* A 131 

4 

a 

5 

4.50 

1.07 

1.73 

1.81 

1.86 

1.91 

2.00 

ii 


Yz 

7.00 

1.04 

1.76 

1.85 

1.89 

1.94 

2.04 

ii 


a 

V* 

8.60 

1.02 

1.78 

1.87 

1.92 

1.97 

2.07 

A 101 

5 

x 3 

T6 

4.80 

0.85 

2.33 

2.42 

2.47 

2.52 

2.61 

ii 


ii 

9 

8.36 

0.82 

2.37 

2.47 

2.52 

2.57 

2.67 

it 


ii 

13 

T6 

11.68 

0.80 

2.42 

2.52 

2.57 

2.62 

2.72 

A 103 

5 


Vs 

6.10 

1.02 

2.27 

2.36 

2.41 

2.45 

2.55 

it 


% 

9.84 

0.99 

2.31 

2.40 

2.45 

2.50 

2 60 

ii 


it 

A 

13.34 

0.96 

2.36 

2.45 

2.50 

2.55 

2.65 

* A 135 

5 

x 4 

Vs 

6-46 

1.20 

2.20 

2.29 

2.34 

2.38 

2.48 

it 


ii 

Yz 

8.50 

1.18 

2.22 

2.31 

2.36 

2.41 

2.50 

it 


it 

Vs 

10.46 

1.17 

2.24 

2.33 

2.38 

2.43 

2.53 

A 105 

6 

CO 

V 

6.84 

0.99 

2.81 

2.90 

2.95 

3.00 

3.09 

ii 

Vs 

11.10 

0.96 

2.86 

2.95 

3.00 

3.05 

3.15 

it 


ii 

Vs 

15.10 

0.93 

2.90 

3.00 

3.05 

3.10 

3.20 

A 107 

6 

x 4 

Vs 

7.22 

1.17 

2.74 

2.83 

2.87 

2.92 

3.02 

it 

ii 

Vs 

11.72 

1.13 

2.78 

2.87 

2.92 

2.97 

3.06 

it 


it 

Vs 

15.96 

1.11 

2.82 

2.92 

2.97 

3.02 

3.12 

* A 109 

7 

x3Yz 

it 


8.80 

0.95 

3.37 

3.47 

3.52 

3.56 

3.66 

ii 


Yz 

10.00 

0.94 

3.39 

3.48 

3.53 

3.58 

3.67 

it 


it 

Vs 

12.34 

0.93 

3.40 

3.50 

3.55 

3.60 

3.70 

it 


ii 

U 

15-74 

0.91 

3.45 

3-54 

3.59 

3.64 

3.74 

ii 


it 

1 

19.00 

0.89 

3.48 

3.58 

3.63 

3.68 

3.78 


Angles marked * are special sections. 













































192 CAMBRIA STEEL. 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of — in which L = length in feet and r = 

r 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 

FOR SOFT STEEL. 

Square bearing Pin and square bearing Pin bearing 

45 000 45 000 45 000 

, , (12 L) 2 F (12 L)» ^ (12 L) 2 

^36 000 r 2 ^ 24 000 r 2 ^ 18 000 r 2 

To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 

For moving loads, as in bridges, divide by 5. 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Pin and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

3.0 

43437 

42694 

41978 

7.6 

36554 

33419 

30779 

3.2 

43230 

42395 

41593 

7.8 

36193 

32966 

30268 

3.4 

43011 

42081 

41190 





3.6 

42782 

41754 

40773 

8.0 

35828 

32514 

29762 

3.8 

42543 

41412 

40340 

8.2 

35462 

32064 

29260 





8.4 

35095 

31615 

28763 

4.0 

42294 

41058 

39893 

8.6 

34727 

31169 

28272 

4.2 

42035 

40693 

39435 

8.8 

34358 

30724 

27787 

4.4 

41765 

40317 

38966 





4.6 

41488 

39930 

38485 

9.0 

33988 

30282 

27306 

4.8 

41203 

39534 

37998 

9.2 

33611 

29844 

26832 





9.4 

33249 

29408 

26364 

5.0 

40910 

39130 

37500 

9.6 

32880 

28977 

25903 

5.2 

40608 

38807 

36997 

9.8 

32511 

28549 

25448 

5.4 

40299 

38300 

36488 





5.6 

39984 

37874 

35975 

10.0 

32143 

28125 

25000 

5.8 

39663 

37443 

35457 

10.2 

31776 

27706 

24559 





10.4 

31411 

27290 

24125 

6.0 

39335 

37006 

34938 

10.6 

31054 

26879 

23698 

6.2 

39003 

36566 

34416 

10.8 

30684 

26474 

23279 

6.4 

38665 

36122 

33894 





6.6 

38323 

35676 

33371 

11.0 

30324 

26072 

22866 

6.8 

37976 

35219 

32849 

11.2 

29965 

25675 

22460 





11.4 

29608 

25285 

22063 

7.0 

37616 

34776 

32328 

11.6 

29247 

24899 

21671 

7.2 

37272 

34324 

31809 

11.8 

28903 

24517 

21288 

7.4 

36914 

33872 

31292 

































CAMBRIA STEEL. 


193 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of in which L = length in feet and r = 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 


FOR SOFT STEEL. 


Square bearing 


P = 


45 000 
(12 L) 2 
36 000 r 2 


Pin and square bearing Pin bearing 
45 000 45 000 

(12 L) 2 F (12 L) 2 

' 24 000 r 2 X ' 18000 r 2 


To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 
For moving loads, as in bridges, divide by 5. 


L 

r 

* 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Pin and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

12.0 

28553 

24142 

20911 

16.6 

21406 

16960 

14043 

12.2 

28207 

23771 

20542 

16.8 

21137 

16708 

13812 

12.4 

27863 

23406 

20179 





12.6 

27522 

23046 

19823 

17.0 

20872 

16459 

13584 

12.8 

27185 

22693 

19474 

17.2 

20611 

16216 

13366 





17.4 

20353 

15977 

13150 

13.0 

26850 

22343 

19133 

17.6 

20098 

15742 

12938 

13.2 

26524 

22005 

18797 

17.8 

19847 

15512 

12731 

13.4 

26189 

21662 

18469 





13.6 

25864 

21329 

18148 

18.0 

19599 

15286 

12528 

13.8 

25543 

21002 

17833 

18.2 

19351 

15063 

12329 





18.4 

19114 

14845 

12135 

14.0 

25224 

20680 

17523 

18.6 

18878 

14630 

11944 

14.2 

24909 

20363 

17221 

18.8 

18644 

14420 

11757 

14.4 

24598 

20052 

16925 





14.6 

24290 

19746 

16634 

19.0 

18418 

14218 

11579 

14.8 

23985 

19445 

16350 

19.2 

18185 

14010 

11394 





19.4 

17961 

13811 

11219 

15.0 

23684 

19148 

16071 

19.6 

17740 

13616 

11048 

15.2 

23387 

18858 

15799 

19.8 

17519 

13422 

10877 

15.4 

23093 

18572 

15532 





15.6 

22803 

18288 

15270 

20.0 

17308 

13235 

10715 

15.8 

22516 

18015 

15105 

20.2 

17096 

13050 

10553 





20.4 

16888 

12868 

10434 

16.0 

22234 

17744 

14764 

20.6 

16682 

12690 

10249 

16.2 

21954 

17478 

14518 

20.8 

16480 

12515 

10087 

16.4 

21678 

17216 

14279 

































194 


CAMBRIA STEEL. 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of — in which L = length in feet and r = 

r 

( 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 


P = 


Square bearing 
50 000 


FOR MEDIUM STEEL. 
Pin and square bearing 

50 000 


1 + 


(12 L)' 


P = 


1 + 


(12 L) 2 
24 000 r 2 


P = 


Pin bearing 

50 000 


1 + 


(12 L) 5 


36 000 r 2 

To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4 
For moving loads, as in bridges, divide by 5. 


18 000 r 2 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Pia and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

3.0 

48263 

47438 

46642 

7.6 

40616 

37132 

34199 

3.2 

48033 

47106 

46214 

7.8 

40214 

36629 

33631 

3.4 

47790 

46757 

45767 





3.6 

47536 

46393 

45303 

8.0 

39809 

36127 

33069 

3.8 

47270 

46013 

44822 

8.2 

39402 

35627 

32511 





8.4 

38994 

35128 

31959 

4.0 

46993 

45620 

44325 

8.6 

38585 

34632 

31413 

4.2 

46705 

45214 

43817 

8.8 

38175 

34138 

30874 

4.4 

46406 

44797 

43295 





4.6 

46098 

44367 

42761 

9.0 

37764 

33647 

30340 

4.8 

45781 

43927 

42220 

9.2 

37345 

33160 

29813 





9.4 

36943 

32676 

29293 

5.0 

45455 

43478 

41667 

9.6 

36533 

32197 

28781 

5.2 

45120 

43119 

41108 

9.8 

36123 

31721 

28275 

5.4 

44777 

42555 

40542 





5.6 

44427 

42082 

39972 

10.0 

35714 

31250 

27778 

5.8 

44070 

41603 

39397 

10.2 

35307 

30784 

27288 





10.4 

34901 

30322 

26806 

6.0 

43706 

41118 

38820 

10.6 

34504 

29866 

26331 

6.2 

43337 

40629 

38240 

10.8 

34093 

29415 

25865 

6.4 

42961 

40136 

37660 





6.6 

42581 

39640 

37079 

11.0 

33693 

28969 

25407 

6.8 

42196 

39132 

36499 

11.2 

33294 

28528 

24956 





11.4 

32898 

28094 

24514 

7.0 

41796 

38640 

35920 

11.6 

32497 

27665 

24079 

7.2 

41413 

38138 

35343 

11.8 

32114 

27241 

23653 

7.4 

41016 

37635 

34769 

































CAMBRIA STEEL. 195 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

« _ l 

For various values of — in which L = length in feet and r = 

r 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 

FOR MEDIUM STEEL. 

Square bearing Pin and square bearing Pin bearing 

50 000 50 000 _ 50 000 

i _t_ ( 12L ) 2 “ , (12 L) 2 | F ~ (12 L) 2 

~ r 36 000 r 2 ^ 24 000 r 2 ^ 18 000 r 2 


To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 
For moving loads, as in bridges, divide by 5. 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

-Square. 

Pin and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

12.0 

31726 

26824 

23234 

16.6 

23784 

18844 

15603 

12.2 

31341 

26412 

22824 

16.8 

23486 

18564 

15347 

12.4 

30959 

26007 

22421 





12.6 

30580 

25607 

22026 

17.0 

23191 

18288 

15093 

12.8 

30205 

25214 

21638 

17.2 

22901 

18018 

14851 





17.4 

22614 

17752 

14611 

13.0 

29833 

24826 

21259 

17.6 

22331 

17491 

14376 

13.2 

29471 

24450 

20886 

17.8 

22052 

17235 

14145 

13.4 

29099 

24069 

20521 





13.6 

28738 

23699 

20164 

18.0 

21777 

16984 

13920 

13.8 

28381 

23336 

19814 

18.2 

21501 

16737 

13699 





18.4 

21238 

16494 

13483 

14.0 

28027 

22978 

19470 

18.6 

20975 

16256 

13271 

14.2 

27677 

22626 

19134 

18.8 

20715 

16022 

13063 

14.4 

27331 

22280 

18805 





14.6 

26989 

21940 

18482 

19.0 

20464 

15798 

12865 

14.8 

26650 

21605 

18167 

19.2 

20206 

15567 

12661 





19.4 

19957 

15346 

12466 

15.0 

26316 

21276 

17857 

19.6 

19711 

15129 

12275 

15.2 

25985 

20953 

17554 

19.8 

19466 

14913 

12086 

15.4 

25659 

20636 

17258 





15.6 

25337 

20320 

16967 

20.0 

19231 

14706 

11905 

15.8 

25018 

20017 

16683 

20.2 

18996 

14500 

11725 





20.4 

18764 

14298 

11549 

16.0 

24704 

19716 

16404 

20.6 

18536 

14100 

11377 

16.2 

24393 

19420 

16131 

20.8 

18311 

13905 

11208 

16.4 

24087 

19129 

15865 
































190 


CAMBRIA STEEL. 


EXAMPLE OF THE USE OF THE TABLES OF RADII 
OF GYRATION FOR TWO ANGLES PLACED BACK 
TO BACK AND THE TABLES OF STRENGTH OF 
STEEL COLUMNS OR STRUTS. 


Pages 189 to 195 Inclusive 


What is the size of truss member required to safely sustain 50 000 
pounds in compression, the safety factor being 4, the unsupported 
length 8 feet, the gusset plates at each end being %" thick? 

Assume for trial two 4" x 3" x A" angles with the long legs together. 
Referring to page 190, the least Radius of Gyration, comparing values 
in columns r 0 and r 3 is found to be 1.27. The ratio of the length of the 

column in feet to the Least Radius of Gyration in inches, — is, there- 

r 


fore, 


1.27 


= 6.3. 


Referring to the table of Strength of Steel Columns or Struts for 
medium steel, page 194, the ultimate strength of a column in which 

— = 6.3 is found by interpolation between the values for 6.2 and 6.4 
r 

to be 43 149 pounds per square inch, which, divided by the safety 
factor 4, gives 10 787 pounds as the safe unit stress per square inch. 
Multiplying the safe unit stress per square inch, 10 787 pounds, by 
4.18, the area of the two angles in square inches, gives 45 090 pounds 
as the total safe load. This is slightly less than the specified load of 
50 000 pounds, and, therefore, it will be necessary to increase the 
assumed section. Assume the angles to be 4" x 3" x for which the 
Least Radius of Gyration is found by interpolation to be 1.26, and, by 

the same process used above, — is found to be 6.35, which corre- 

r 

sponds to an ultimate strength of 43 055 pounds per square inch, or a 
safe unit stress of 10 764 pounds per square inch, which, if multiplied 
by the area of the two angles, 4.96 square inches, gives a safe total 
load of 53 389 pounds, which is ample to meet the conditions stated. 

EXPLANATION OF TABLES RELATING TO DIMEN¬ 
SIONS AND SAFE LOADS OF STEEL COLUMNS 
OF VARIOUS SECTIONS. 


Pages 198 to 273 Inclusive 

Tables of Dimensions for Plate and Angle Columns are given on 
pages 198 and 199, the Moments of Inertia and Section Moduli about 
two rectangular axes are given on pages 200 to 202 and the Safe Loads 
for various lengths, calculated for the Radius of Gyration about each 
of the two rectangular axes, are given on pages 222 to 241 inclusive. 

Tables of Dimensions for Latticed Channel Columns are given on 
page 204, the Moments of Inertia and Section Moduli about two rect¬ 
angular axes are given on page 205, the Safe Loads for various lengths. 





CAMBRIA STEEL. 197 


based upon the Least Radius of Gyration, are given on pages 242 to 
245, and data relating to the proper sizes of lattice bars and stay-plates 
to be used with these columns are given on pages 244 and 245. 

On pages 206 and 207 are given the Principal Dimensions of Plate 
and Channel Columns with comparatively narrow plates called, for 
convenience of reference, Series A, and on pages 208 and 209 for 
Series B, which differs from Series A, in having wider plates. Mo¬ 
ments of Inertia and Section Moduli about two rectangular axes 
are given for Series A and B on pages 210 to 216 inclusive, and the 
Safe Loads for different lengths, based upon the Least Radius of 
Gyration, are given on pages 246 to 273 inclusive. 

Safe Loads for I-Beams used as Columns or Struts are given on 
pages 218 to 221, and the dimensions of these sections can be obtained 
from the tables on pages 164 to 167 inclusive. 

The Plate and Channel Columns given in Series A are particularly 
useful in buildings or locations in which it is desired to keep the ex¬ 
treme dimensions of the cross section as small as possible for this style 
of column, although in this series the Radius of Gyration about the 
central axis parallel to the channel webs is somewhat smaller than the 
Radius of Gyration about the axis perpendicular to the channel webs. 
This makes the narrower columns of Series A somewhat less economi¬ 
cal of material than the wider columns of Series B, which, however, is 
small in amount for columns of ordinary story length of 10 feet to 14 
feet, such as are used in skeleton buildings. 

In Series B of Plate and Channel Columns with wider plates, the 
Radii of Gyration about the two axes are practically equal for the 
intermediate thicknesses and these columns are slightly more eco¬ 
nomical of material than those of Series A, although they require 
somewhat more space on account of their wider sections. 

The Safe Loads for columns of various kinds, as given on pages 218 
to 273 inclusive, are expressed in thousands of pounds, and have been 
figured by the use of Gordon’s formula, as stated at the heads of the 
various tables, using the safety factor 4, which relates to static or 
quiescent loads such as occur in ordinary buildings. 

On page 203 is given a table showing the Distances Back to Back for 
Spacing two Channels of the same size in order to produce equal Mo¬ 
ments of Inertia about the two rectangular axes. This table will be 
found to be useful in designing compression members of trusses, etc. 

The Safe Loads of the tables are assumed to be centrally applied, 
and for convenience in computing the proper sizes required to support 
eccentric loads, the tables of Moments of Inertia and Section Moduli 
for the different sections of columns are given. 

The Safe Loads in the various tables are figured for extreme ratios 

from 30 to 150 for —, in which 1 is the length of the column and r the 

r 

Least Radius of Gyration, both expressed in inches. 

The weights of columns stated in the tables are per lineal foot of 
shaft, and do not include any allowances for bases, brackets or other 
connections, as these depend upon the particular details and require¬ 
ments of each case. 

Loads for other safety factors can be figured from the tables by 
inverse proportion, thus: 

New safety factor : 4 : : load from tables : new loads. 

Drawings of typical details of steel columns are given on page 217. 








198 CAMBRIA STEEL. 


DIMENSIONS FOR PLATE AND ANGLE 

COLUMNS. 



Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

b 

c 

m 

m' 

k 

H 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Incnes. 

3 

x2 34x34 

6x34 

23.1 

6.74 

334 

1 Vs 

134 

134 

334 

013 
O 16 

U 

« 

34 

“ 34 

44.2 

13.00 

u 

2 

u 

a 

u 

9 

3 

x2^xM 

8xJ4 

24-8 

7.24 

434 

134 

134 

134 

534 

1034 

U 

a 

y 2 

“ y 

47.6 

14.00 

u 

2 

u 

u 

a 

1034 

3 

x 234x34 

10x34 

26-5 

7.74 

534 

134 

134 

134 

734 

12 

« 

u 

y 

“ 34 

51.0 

15.00 

u 

2 

u 

« 

a 

1234 

3 

x234 

X 34 

12x34 

28.2 

8.24 

634 

134 

134 

134 

934 

1334 

u 

u 

y 2 

“ 34 

54.4 

16.00 

u 

2 

u 

a 

a 

1334 

334 

x234x 34 

7x34 

25.6 

7.51 

334 

234 

‘ 134 

234 

434 

1034 

u 

a 

% 

“ 34 

71.5 

21.01 

u 

234 

“ 

a 

« 

1034 

334x234x34 

8x34 

26.4 

7.76 

434 

234 

134 

234 

534 

11 


u 

54 

“ 34 

74.0 

21.76 

a 

234 

u 

u 

u 

11* 

3 34 

x2 34x34 

10x34 

28.1 

8.26 

534 

236 

134 

234 

734 

12* 



y 

“ 54 

79.1 

23.26 

a 

234 

a 

u 

u 

1234 

3y 2 

x234 

X x 

12x34 

29.8 

8.76 

634 

234 

134 

234 

934 

1434 



H 

“ 34 

84.2 

24.76 

u 

234 

« 

« 

a 

1434 

4 

x 3 

xA 

8x* 

37.3 

10.86 

434 

2* 

134 

234 

434 

lift 



34 

“ % 

97.0 

28.44 

u 

2H 

u 

u 

a 

1234 

4 

x 3 

Y A 
A 3 6 

10 X * 

39.4 

11.49 

534 

2* 

134 

234 

634 

13* 



34 

“ 34 

103.0 

30.19 

u 

2H 

M 

a 

u 

13* 

4 

x 3 

Y A 
A 16 

12x* 

41.6 

12.11 

634 

2* 

134 

234 

834 

14* 



34 

“ Vs 

108.9 

31.94 

u 

2H 

u 

a 

u 

1534 

4 

x 3 

X* 

14x^ 

43.7 

12.74 

734 

2* 

134 

234 

1034 

1634 



54 

“ 34 

114.9 

33-69 

u 

2 H 

a 

a 

u 

16* 


Dimensions m' and c may be varied to suit requirements. 

























































CAMBRIA STEEL. 199 


DIMENSIONS FOR PLATE AND ANGLE 

COLUMNS. 



Size 

Size 

Weight 

Area of 

\ 





* 

of 

of 

of 

Column 

b 

c 

m 

m' 

k 

H 

Angles. 

Plates. 

Column. 

Section. 







Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

/ 

5 x 

“ “ if 

10 x * 

“ if 

45.4 

128.7 

13.37 

37.74 

554 

4 4 

2* 

254 

24 

4 4 

24 

44 

54 

44 

14* 

15 

5 x334x* 

“ “ n 

12xn 

44 JJL 

16 

47.6 

135.1 

13.99 

39.61 

634 

44 

2* 

2% 

24 

44 

24 

44 

754 

44 

16 

16* 

5 x3^x^ 

a a 15. 

16 

14 X * 

“ if 

49.7 

141.5 

14.62 

41.49 

754 

44 

2* 

2*4 

24 

4 4 

234 

44 

9*4 

44 

17* 

17if 

5 x354* * 

“ “ if 

16 x * 

“ if 

51.8 

147.8 

15.24 

43.36 

854 

44 

2* 

2*4 

254 

44 

234 

4 4 

1154 

44 

1954 

19* 

6x3^x^ 

U 44 

12 x 54 

“ 1 

62.1 

156.4 

18.18 

46.00 

654 

44 

2* 

2*4 

24 

44 

234 

44 

754 

4 4 

17* 

1734 

6x3^x^ 

n a j 

14x54 

“ 1 

64.7 

163.2 

18.93 

48.00 

7 34 

44 

2* 

2*4 

254 

44 

24 

44 

954 

4 4 

18J4 

19* 

6x3^x^ 

44 4 4 

16 x 54 

“ 1 

67.2 

170.0 

19.68 

50.00 

854 

44 

2* 

2*4 

24 

44 

24 

44 

1154 

44 

20* 

20if 

6 x 354 x % 

4 4 4 4 ^ 

18x54 

“ 1 

69.8 

176.8 

20.43 

52.00 

954 

44 

2* 

2*4 

24 

44 

234 

44 

1354 

4 4 

22* 

22* 

7x354x* 

4 4 4 4 

14 X * 

“ 1 

80.8 

176.8 

23.73 

52.00 

7 54 

44 

2)4 

2*4 

24 

4 4 

254 

44 

954 

44 

20* 

20if 

7x354x* 

4 4 4 4 j 

16 X * 
“ 1 

83.8 

183.6 

24.60 

54.00 

8Vs 

44 

2 34 
2*4 

24 

4 4 

234 

4 4 

1154 

44 

2154 

2254 

7x3^x^ 

4 4 4 4 ^ 

18 X * 

“ 1 

86.8 

190.4 

25.48 

56.00 

9Vs 

44 

234 

2*4 

24 

44 

24 

44 

1354 

4 4 

2354 

2354 

7x354x* 

4 4 4 4 J 

20 x * 
“ 1 

89.8 

197.2 

26.35 

58.00 

1054 

44 

2 54 

2*4 

24 

44 

234 

44 

1554 

44 

2454 

25* 


Dimensions m' and c may be varied to suit requirements. 
















































200 CAMBRIA STEEL. 


* 

MOMENTS OF INERTIA AND SECTION MODULI 
FOR PLATE AND ANGLE 
COLUMNS. 



Size 

of 

Angles. 

Size 

of 

Plate. 

Axis 1-1. 

Axis 2-2. 

Size 

of 

Plate. 

Axis 1-1. 

Axis 2-2. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 

Inertia. 

Section 

Modulus. 

Inches. 

Inches. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

Inches. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

3 x 2)4 

xK 

6 x 

X 

10.3 

3.3 

39.4 

12.6 

8 x 

X 

10.3 

3.3 

76.7 

18.6 

U 

5 

16 

U 


13.4 

4.3 

47.9 

15.3 

U 

5 

13.4 

4.3 

93.7 

22.7 

a 

3 ^ 

U 

Vs 

16.7 

5.2 

55.9 

17.9 

a 

X 

16.7 

5.3 

110.1 

26.7 

u 

re 

U 


20.2 

6.3 

63.5 

20.3 

a 


20.3 

6.3 

125.6 

30.5 

u 

Vi 

U 

Vi 

24.0 

7.4 

70.6 

22.6 

a 

3^ 

24.0 

7.4 

140.5 

34.1 

u 

9 

16 

U 

9 

16 

28.1 

8.6 

77.3 

24.8 

u 

9 

16 

28.1 

8.6 

154.6 

37.5 

3 x2M 

x M 

10 X 

X 

10.3 

3.3 

128.4 

25.1 

12 x 

X 

10.3 

3.3 

195.7 

32.0 

U 

5 

16 

u 

5 

1 6 

13.4 

4.3 

157.5 

30.7 

u 

5 

1 6 

13.4 

4.3 

240.5 

39.3 

U 

3 /s 

a 

Vs 

16.7 

5.3 

185.6 

36.2 

u 

X 

16.7 

5.3 

284.0 

46.4 

u 

re 

u 

IT 

20.3 

6.3 

212.5 

41.5 

« 

1^6 

20.3 

6.3 

325.8 

53.2 

u 

Vi 

u 

X 

24.1 

7.4 

238.3 

46.5 

a 

34 

24.1 

7.4 

366.1 

59.8 

u 

re 

u 

re 

28.1 

8.6 

263.1 

51.3 

u 

re 

28.2 

8.6 

405.1 

66.1 

3Hx2H 

xM 

7 x 


16.0 

4.4 

62.4 

17.2 

8 x 

34 

16.0 

4.4 

84.7 

20.5 

u 

5 

16 

u 

5 

1 6 

20.7 

5.7 

76.2 

21.0 

u 

A 

20.7 

5.7 

103.6 

25.1 

U 

3 /* 

u 

% 

25.6 

6.9 

89.3 

24.6 

a 

54 

25.6 

6.9 

121.7 

29.5 

U 

TTi 

u 

re 

30.8 

8.3 

101.7 

28.1 

a 

T6 

30.8 

8.3 

138.9 

33.7 

a 

Vi 

u 

Vi 

36.3 

9.7 

113.6 

31.3 

u 

34 

36.3 

9.7 

155.5 

37.7 

u 

T6 

u 

re 

42.1 

11.1 

124.8 

34.4 

u 


42.1 

11.1 

171.2 

41.5 

u 

Vs 

a 

5 /8 

48.3 

12.7 

135.5 

37.4 

a 

Vs 

48.3 

12.7 

186.3 

45.2 

a 

H 

a 

re 

54.8 

14.3 

145.6 

40.2 

u 

XL 

16 

54.8 

14.3 

200.6 

48.6 

u 

X 

a 

X 

61.6 

15.9 

155.2 

42.8 

u 

54 

61.6 

15.9 

214.3 

52.0 

S}U2y 2 

x}4 

10 x 

X 

16.0 

4.4 

140.9 

27.5 

12 x 

34 

16.0 

4.4 

213.7 

34.9 


i^ 

u 

re 

20.7 

5.7 

173.0 

33.8 

u 

A 

20.7 

5.7 

262.9 

42.9 


^8 

a 

3 /s 

25.6 

6.9 

203.9 

39.8 

a 

X 

25.6 

7.0 

310.5 

50.7 


■re 

u 

re 

30.8 

8.3 

233.5 

45.6 

u 

7 

1 6 

30.8 

8.3 

356.2 

58.2 


X 

u 

Vi 

36.3 

9.7 

262.1 

51.1 

a 

34 

36.4 

9.7 

400.7 

65.4 

u 

re 

a 

re 

42.2 

11.2 

289.4 

56.5 

a 

IT 

42.2 

11.2 

443.4 

72.4 


X 

u 

h /8 

48.3 

12.7 

315.9 

61.7 

a 

54 

48.4 

12.7 

484.9 

79.2 


H 

u 

re 

54.9 

14.3 

341.2 

66.6 

u 

XX 
1 6 

54.9 

14.3 

524.8 

85.7 


X 

u 

X 

61.7 

15.9 

365.6 

71.3 

a 

54 

61.8 

15.9 

563.3 

92.0 





















































CAMBRIA STEEL. 201 


MOMENTS OF INERTIA AND SECTION MODULI 
FOR PLATE AND ANGLE 
COLUMNS. 






Axis 1-1. 

Axis 2-2. 


Aiis 1-1. 

Axis 2-2. 

Size 

of 


Size 

of 

Moment of 
Inertia. 

g $ 

<4-1 

° cS 
+* .2 

60 

O & 

Size 

of 

O . 

•+* a3 

§s 

«♦-« 

z ^ 

60 

O & 

Angles. 


Plate. 

Ii 

<D O 

03 a 

<£> t-i 

a g 

o Vz 

& 

*42 "3 

® o 

“a 

Plate. 

® *-» 

i§ 

a 

•H ' 

>-> £3 

3 -2 
a 1 
a' 3 

■43 "3 
S*g 

“a 

Inches. 

Inches. 

Ins.4 

Ins.3 

Ins.4 

Ins 3 

Inches. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

CO 

(“t 

8xA 

30.3 

7.3 

114.6 

27.8 

10xA 

30.3 

7.3 

192.0 

37.5 

(1 


“ Vs 

37.4 

8.9 

134.8 

32.7 

“ Vs 

37.4 

8.9 

226.4 

44.2 

<4 

A 

“ A 

44.8 

10.6 

154.0 

37.3 

“ A 

44.8 

10.6 

259.5 

50.6 

<4 

M 

t l Vi 

52.9 

12.4 

172.4 

41.8 

“ H 

52.6 

12.4 

291.5 

56.9 

tl 

A 

“ A 

60.8 

14.2 

190.0 

46.1 

“ A 

60.9 

14.2 

322.2 

62.9 

it 

5* 

“ ^ 

69.5 

16.1 

206.9 

50.2 

“ Vs 

69.5 

16.1 

352.0 

68.7 

it 

ft 

“ 11 

78.6 

18.1 

223.0 

54.1 

“ ft 

78.6 

18.1 

380.5 

74.2 

it 

8 4 

“ s 

88.1 

20.1 

238.3 

57.8 

“ H 

88.2 

20.2 

408.0 

79.6 

ii 

L3 

1 6 

44 i3 

1 6 

98.1 

22.3 

253.0 

61.3 

“ ft 

98.2 

22.3 

434.4 

84.7 

44 

K 

“ % 

108.5 

24.4 

267.0 

64.7 

“ Vs 

108.6 

24.5 

459.8 

89.7 

4x3 x 

5 

16 

12xA 

30.3 

7.3 

292.3 

47.7 

14xA 

30.3 

7.3 

416.8 

58.5 

44 

% 

“ Vs 

37.4 

8.9 

345.5 

56.4 

“ Vs 

37.4 

8.9 

493.4 

69.3 

44 

T6 

44 __7_ 

44.8 

10.6 

396.7 

64.8 

“ A 

44.8 

10.6 

567.4 

79.6 

44 


“ A 

52.6 

12.4 

446.6 

72.9 

“ V 

52.7 

12.4 

639.7 

89.8 

44 

IT 

44 _9_ 

60.9 

14.2 

494.7 

80.8 

“ A 

60.9 

14.2 

709.6 

99.6 

44 

Vs 

“ *A 

69.6 

16.1 

541.5 

88.4 

“ 5 /s 

69.6 

16.1 

777.8 

109.2 

44 

ft 

“ ft 

78.7 

18.1 

586.5 

95.8 

“ il 
16 

78.7 

18.1 

843.7 

118.4 

44 


“ % 

88.2 

20.2 

630.1 

102.9 

“ H 

88.3 

20.2 

907.7 

127.4 

44 

il 

“ ft 

98.2 

22.3 

672.2 

109.8 

“ it 

98.3 

22.3 

969.8 

136.1 

44 

% 

“ K 

108.7 

24.5 

713.1 

116.4 

“ Vs 

108.8 

24.5 

1030.1 

144.6 

5 x 3^x 

44 

5 

16 

10xA 

57.6 

11.2 

225.0 

43.9 

12xA 

57.6 

11.2 

341.9 

55.8 


“ Vs 

70.6 

13.6 

265.7 

51.8 

“ *A 

70.6 

13.6 

404.6 

66.1 

44 

1% 

IT 

84.1 

16.1 

304.8 

59.5 

it 7 
16 

84.1 

16.1 

465.2 

75.9 

44 


“ H 

98.2 

18.7 

342.6 

66.9 

“ A 

98.2 

18.7 

524.0 

85.5 

44 

IT 

44 _9_ 

112.9 

21.4 

379.1 

74.0 

it 9 
IT 

112.9 

21.4 

581.0 

94.9 

44 

ft 

“ Vs 

128.2 

24.1 

414.4 

80.9 

“ Vs 

128.2 

24.1 

636.4 

103.9 

44 

“ ft 

144.1 

27.0 

448.2 

87.5 

“ it 

144.1 

27.0 

689.8 

112.6 

44 


“ M 

160.6 

29.9 

481.1 

93.9 

“ H 

160.7 

29.9 

741.8 

121.1 

4 4 

13 

44 JL3 

177.8 

32.9 

512.6 

100.0 

“ it 

177.9 

32.9 

792.1 

129.3 

44 

Vs 

“ Vs 

195.7 

36.0 

543.1 

106.0 

“ % 

195.8 

36.0 

841.0 

137.3 

44 

1A 

16 

“ ft 

214.2 

39.2 

572.5 

111.7 

“ ft 

214.3 

39.2 

888.2 

145.0 

5 x SH x 

44 


14xA 

57.6 

11.2 

'486.8 

68.3 

16xA 

57.6 

11.2 

660.8 

81.3 

Vs 

“ A 

70.6 

13.6 

576.9 

81.0 

“ A 

70.6 

13.6 

784.0 

96.5 

44 

IT 

“ A 

84.1 

16.1 

664.2 

93.2 

“ A 

84.1 

16.1 

903.8 

111.2 

44 


“ Vi 

98.2 

18.7 

749.3 

105.2 

“ A 

98.3 

18.7 

1020.6 

125.6 

44 

A 

“ A 

112.9 

21.4 

832.1 

116.8 

“ A 

113.0 

21.4 

1134.7 

139.7 

44 

% 

“ 5* 

128.3 

24.1 

912.7 

128.1 

“ 5^ 

128.3 

24.2 

1245.9 

153.3 

44 

ft 

< ii 

144.2 

27.0 

990.8 

139.1 

“ ii 
16 

144.2 

27.0 

1354.0 

166.6 

44 



160.8 

29.9 

1067.1 

149.8 

“ A 

160.8 

29.9 

1459.8 

179.7 

44 

ii 

“ ft 

178.0 

32.9 

1141.0 

160.1 

it 13. 
16 

178.1 

32.9 

1562.6 

192.3 

44 

K 

“ Vs 

195.9 

36.0 

1213.2 

170.3 

“ Vs 

196.0 

36.0 

1663.3 

204.7 

44 

ft 

“ ft 

214.4 

39.2 

1283.1 

180.1 

“ ft 

214.6 

39.2 

1761.0 

216.7 






















































/ 








... 


202 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND SECTION MODULI 
FOR PLATE AND ANGLE 
COLUMNS. 





Axis 1-1. 

Axis 2-2. 


Axis 1-1. 

Axis 2-2. 

Size 

Size 



C4-t 


Size 

e*-i 




of 

of 

° . 
if 

c/a 
o ^ 


C/3 

g * 

of 


g§ 

■g.a 

e/a 
o * 

Angles. 

Plate. 

P -*-» 

o t-. 

g § 

•Bn 

o 

<D O 

P'42 

CD S-i 

S 3 

■.§3 

o 

O 

Plate. 

§■£ 

1 § 

•5 73 

o 

<U o 

P 

<s> 

1 § 

■J'S 
s -g 



a 1-1 





s- 



"a 

Inches. 

Inches. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins.3 

Inches. 

Ins.4 

Ins. 3 

Ins.4 

Ins. 3 

6x3 y 2 xy 8 

12x34 

119.2 

19.3 

457.5 

74.7 

14x^ 

119.2 

19.3 

649.1 

91.1 

“ A 

i i 7 

T6 

141.5 

22.8 

526.2 

85.9 

it 7 

16 

141.5 

22.8 

747.7 

104.9 

“ ^2 

44 34 

164.5 

26.3 

593.0 

96.8 

44 H 

164.5 

26.3 

843.9 

118.4 

“ A 

44 A 

188.3 

30.0 

657.9 

107.4 

a 9 
T6 

188.3 

30.0 

937.6 

131.6 

“ 54 

“ 54 

212.9 

33.7 

720.9 

117.7 

“ 7S 

212.9 

33.7 

1028.8 

144.4 

“ tt 

44 tt 

238.3 

37.6 

781.8 

127.6 

it 11 
16 

238.3 

37.6 

1117.3 

156.8 

“ 54 

44 54 

264.5 

41.5 

841.2 

137.3 

44 H 

264.6 

41.5 

1203.9 

169.0 

“ If 

44 If 

291.5 

45.5 

898.5 

146.7 

it 13. 
16 

291.6 

45.5 

1287.9 

180.8 

44 7 4 

44 34 

319.5 

49.6 

954.4 

155.8 

44 7 /s 

319.6 

49.6 

1370.0 

192.3 

44 it 

44 If 

348.2 

53.8 

1008.4 

164.6 

44 If 

348.4 

53.9 

1449.5 

203.4 

« 1 

44 1 

377.5 

58.1 

1060.8 

173.2 

44 1 

377.7 

58.1 

1526.9 

214.3 

6 x 334 x y 8 

it 7 

T6 

16x34 

119.2 

19.3 

878.6 

108.1 

18x^ 

119.3 

19.3 

1147.4 

125.7 

“ A 

141.5 

22.8 

1013.2 

124.7 

a 7 

16 

141.5 

22.8 

1324.4 

145.1 

44 34 

44 34 

164.5 

26.3 

1144.7 

140.9 

44 M 

164.6 

26.3 

1497.5 

164.1 

44 A 

“ A 

188.4 

30.0 

1273.2 

156.7 

it 9 

T6 

188.4 

30.0 

1667.1 

182.7 

44 54 

44 54 

213.0 

33.7 

1398.6 

172.1 

44 Vs 

213.0 

33.7 

1832.8 

200.9 

44 If 

44 A 

238.4 

37.6 

1520.6 

187.2 

“ 11 
16 

238.4 

37.6 

1994.3 

218.6 

“ 54 

44 54 

264.6 

41.5 

1640.2 

201.9 

“ H 

264.7 

41.5 

2152.9 

235.9 

44 tt 

44 xt 

291.7 

45.5 

1756.4 

216.2 

it 13 
16 

291.8 

45.5 

2307.4 

252.9 

44 34 

44 34 

319.7 

49.7 

1870.4 

230.2 

t i 7/ 

78 

319.8 

49.7 

2459.2 

269.5 

44 « 

44 If 

348.5 

53.9 

1981.1 

243.8 

it 15 

1 6 

348.6 

53.9 

2606.8 

285.7 

44 1 

44 1 

377.8 

58.1 

2089.1 

257.1 

44 1 

378.0 

58.2 

2751.3 

301.5 

7 x 334 x ^ 

14xA 

220.8 

30.6 

831.2 

116.7 

16xA 

220.8 

30.6 

1122.6 

138.2 

;; 34 

“ 34 

255.8 

35.3 

938.4 

131.7 

“ Vi 

255.8 

35.3 

1268.8 

156.2 

44 A 

44 A 

292.7 

40.2 

1043.0 

146.4 

44 A 

292.7 

40.2 

1411.6 

173.7 

:: 54 

44 54 

328.5 

44.9 

1144.6 

160.7 

“ 54 

328.5 

44.9 

1550.9 

190.9 

H 

44 tt 

367.3 

50.0 

1243.9 

174.6 

a 11 

1 6 

367.4 

50.0 

1687.2 

207.7 

H 

44 54 

406.6 

55.1 

1340.7 

188.2 

“ H 

406.7 

55.1 

1820.5 

224.0 

If 

44 H 

447.2 

60.4 

1434.8 

201.4 

44 If 

447.3 

60.4 

1950.3 

240.0 

34 

44 34 

488.3 

65.7 

1526.7 

214.3 

44 74 

488.4 

65.7 

2077.4 

255.7 

44 If 

“ If 

530.8 

71.1 

1615.9 

226.8 

<< i5 

530.9 

71.1 

2201.1 

270.9 

44 1 

44 1 

574.3 

76.6 

1702.8 

239.0 

44 1 

574.5 

76.6 

2322.0 

285.8 

7 x 334 x A 
;; 34 

18xA 

220.8 

30.6 

1463.2 

160.4 

20xA 

220.8 

30.6 

1854.8 

183.2 

;; 34 

255.9 

35.3 

1655.1 

181.4 

44 74 

255.9 

35.3 

2099.4 

207.4 

A 

* 

292.8 

40.2 

1843.0 

202.0 

44 A 

292.8 

40.2 

2339.4 

231.1 

6 A 

54 

328.6 

44.9 

2026.6 

222.1 

44 54 

328.S 

44.9 

2574.2 

254.2 


A 

367.4 

50.0 

2206.4 

241.8 

44 A 

367.5 

50.0 

2804.4 

277.0 

M 

54 

406.7 

55.2 

2382.7 

261.1 

44 H 

406.8 

55.2 

3030.5 

299.3 

H 

If 

447.4 

60.4 

2554.7 

280.0 

a 13 

447.5 

60.4 

3251.4 

321.1 

% 

34 

488.5 

65.7 

2723.5 

298.5 

44 74 

488.6 

65.7 

3488.5 

342.6 


If 

531.0 

71.1 

2888.1 

316.5 

44 If 

531.2 

71.1 

3680.5 

363.5 

“ 1 

44 1 

574.7 

76.6 

3049.1 

334.2 

44 1 

574.8 

76.6 

3888.3 

384.0 

























































CAMBRIA STEEL. 


203 


SPACING OF CHANNELS FOR EQUAL MOMENTS 
OF INERTIA ABOUT THE TWO RECT¬ 
ANGULAR AXES 1-1 AND 2-2. 





Depth 

Weight 

Area of 




Depth 

Weight 

Area of 



Section 

of 

per foot 

Section 


E 

Section 

of 

per foot 

Section 




Chan- 

of one 

of one 

A 

of one 

of one 

A 

E 

Num- 

Chan- 

Chan- 



Num- 

Chan- 

Chan- 

Chan- 



nel. 

nel. 

nel. 



nel. 

nel. 

nel. 



ber. 


i 




ber. 






Inches. 

Pounds. 

Sq.Ins. 

Inches. 

Inches. 

Inches. 

Pounds. 

Sq. Ins. 

Inches. 

Inches. 

C 5 

3 

4.00 

1.19 

1.29 

3.05 

C 33 

10 

15.00 

4.46 

6.33 

8.89 

u 

u 

5.00 

1.47 

1.17 

2.93 

U 

U 

20.00 

5.88 

5.96 

8.40 

u 

u 

6.00 

1.76 

1.10 

2.94 

a 

u 

25-00 

7.35 

5.66 

8.14 







u 

u 

30.00 

8.82 

5.41 

8.01 

C 9 

4 

5.25 

1.55 

2.08 

3.92 

u 

a 

35.00 

10.29 

5.18 

7.94 

a 

U 

6.25 

1.84 

1.96 

3.80 







u 

u 

7.25 

2.13 

1.88 

3.72 

C 41 

12 

20.50 

6.03 

7.68 

10.48 

C 13 

u 

u 

5 

u 

u 

6.50 

9.00 

11.50 

1.95 

2.65 

3.38 

2.79 

2.57 

2.35 

4.75 

4.49 

4.39 

« 

U 

U 

u 

u 

u 

a 

u 

25.00 

30.00 

35.00 

40.00 

7.35 

8.82 

10.29 

11.76 

7.35 

7.06 

6.83 

6.60 

10.07 

9.78 

9.59 

9.48 

C 17 

6 

8.00 

2.38 3.51 

5.59 

C 95 

13 

32.00 

9.30 

7.84 

11.88 

a 

u 

10.50 

3.09 3.29 

5.29 

u 

a 

13-00 

3.82 

3.08 

5.16 



35.00 

10.29 

7.66 

11.62 

u 

u 

15.50 

4.56 

2.90 

5.10 



37.00 

10.88 

7.56 

11.48 





40.00 

11.76 

7-44 

11.32 

C 21 

7 

9.75 

2.85 

4.21 

6.41 

u 

u 

45.00 

13.24 

7.22 

11.10 

a 

u 

12.25 

3.60 

4.00 

6.12 



50.00 

14.71 

7.02 

10.94 

u 

u 

14.75 

4.34 3.82 

5.94 



55.00 

16.18 

6.84 

10.84 

u 

u 

17.25 

5.07 3.65 

5.85 







a 

u 

19-75 

5-81 3.49 

5.81 

C 53 

15 

33.00 

9.90 

9.51 

12.67 

C 25 

8 

11.25 



7.24 

a 

a 

35.00 

10.29 

9.42 

12.58 

3 . 35 , 4.92 

u 

u 

40.00 

11.76 

9.16 

12.28 



13.75 

4.04 4.72 

6.96 

u 

u 

45.00 

13.24 

8.92 

12.08 



16.25 

4.78 4.53 

6.77 

u 

u 

50.00 

14.71 

8.72 

11.92 



18.75 

5.51 

4.37 

6.65 

u 

a 

55.00 

16.18 

8.53 

11.81 



21.25 

6.25 

4.22 

6.58 



C 29 

9 

13.25 

3.89 

5.62 

8.06 

C 65 

18 

45.00 

13.25 

11.48 

14.84 

u 

u 

15.00 

4.41 

5.48 

7.84 

a 

u 

50.00 

14.71 

11.20 

14.52 

u 

u 

20.00 

5.88 

5.14 

7.46 

a 

u 

55.00 

16.18 

10.98 

14.30 

u 

u 

25.001 

7.35 

4.83 7.31 

u 

u 

60.00 

17.65 

10-78 

14.18 









































































204 CAMBRIA STEEL. 


DIMENSIONS FOR LATTICED CHANNEL 


COLUMNS. 



—i— 

-A-5>}<-A^ 

fl 

m • 

- i 



A 

H d 

d 

*K 

—4^ 



,U--b—4«— 


Depth 

of 

Channel 

and 

Weight 

per 

Foot. 

t 

b 

d 

H 

C 

E 

A 

m 

Number. 

Pounds. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches, 

Inches. 

Inches. 

Inches. 

, • 

8.00 

.20 

SH 

3 

9 ^ 

2 Vs 

m 

2 

1 * 

6 " 

10.50 

.32 

a 

ft 

44 

44 

Mi 

44 

li % 

C 17 

13.00 

.44 

a 

a 

41 

44 

1 * 

44 

1 * 


15.50 

.56 

n 

a 

44 

it 

1 * 

it 

1 * 


9.75 

.21 

MA 

sy 2 

11 

3 K 

2 & 

2 H 

1 * 

7 " 

12.25 

.32 

a 

a 

44 

44 

2 A 

44 

1 * 

C 21 

14.75 

.42 

a 

a 

44 

a 

ltt 

44 

1 IT 


17.25 

.53 

a 

a 

44 

it 

IVs 

it 

MA 


19.75 

.63 

a 

a 

44 

44 

ma 

44 

IVs 


11.25 

.22 

m 

4 

12 H 

S*A 

2 'A 

2 % 

MA 

8 " 

13.75 

.31 

< i 

it 

44 

44 

2 rs 

4 4 

llJ 6 

C 25 

16.25 

.40 

a 

a 

44 

44 

2Vs 

44 

IVs 


18.75 

.49 

a 

a 

44 

44 

2H 

it 

MA 


21.25 

.58 

a 

a 

44 

44 

2 A 

44 

llS 


13.25 

.23 

5 A 

MA 

13 % 

4 V s 

2 M 

3 

M/s 

9 " 

15.00 

.29 

n 

it 

44 

4 4 

2 H 

4 4 

lit 

C 29 

20.00 

.45 

it 

a 

44 

44 

2 ^ 

it 

1 ^ 


25.00 

.61 

a 

a 

44 

44 

2Vs 

4 4 

1H 


15.00 

.24 

5H 

5 

15H 

MA 

SVs 

3 ^ 

MA 

10 " 

20.00 

.38 

4 i 

it 

4 4 

4 4 

3 

44 

MA 

C 33 

25.00 

.53 

4 4 

it 

a 

44 

2Vs 

44 

MA 


30.00 

.68 

44 

a 

a 

44 

2 H 

4 4 

1H 


35.00 

.82 

44 

a 

44 

44 

2 * 

44 

2 n 


20.50 

.28 

6 ,T* 

6 

18H 

5Vs 

SVs 

MA 

MA 

12 " 

25.00 

.39 

it 

4 4 

44 

3 M 

44 

MA 

C 41 

30.00 

.51 

a 

41 

*4 

44 

SVs 

it 

2 


35.00 

.64 

a 

44 

44 

44 

SA 

a 

2 Vs 


40.00 

.76 

a 

44 

44 

44 

SVs 

44 

2A 


33.00 

.40 

8H 

7 H 

22 y s 

6Vs 

4 H 


MA 


35.00 

.43 


4 4 

44 

44 

4 H 

44 

Mi 

15 " 

40.00 

.52 

a 

44 

44 

44 

M/s 

44 

2 

C 53 

45.00 

.62 

a 

44 

44 

44 

MA 

14 

2Vs 


50.00 

.72 

a 

44 

44 

44 

4^ 

It 

2'A 


55.00 

.82 

a 

44 

it 

44 

4A 

44 

2 n 










































CAMBRIA STEEL. 


205 


PROPERTIES OF LATTICED CHANNEL COLUMNS. 


0 


1 - 


1 


Depth of Channel 

and 

Section Number. 

Weight 

per 

Foot. 

Axis 1-1. 

Axis 2-2. 

Moment 
of Inertia. 

Section 

Modulus. 

Moment 
of Inertia. 

Section 

Modulus. 

Pounds. 

Inches. 4 

Inches. 3 

Inches. 4 

Inches. 3 


8.00 

26.0 

8.7 

27.0 

7.3 

6 " 

10.50 

30.2 

10.1 

31.1 

8.4 

C 17 « 

13.00 

34.6 

11.5 

35.2 

9.5 


15.50 

39.0 

13.0 

38.7 

10.4 


9.75 

42.2 

12.1 

44.0 

10.3 

rjr ? 

12.25 

48.4 

13.8 

50.5 

11.9 

C 21 

14.75 

54.4 

15.5 

56.4 

13.3 


17.25 

60.4 

17.3 

61.4 

14.4 


19.75 

66.4 

19.0 

66.5 

15.6 


11.25 

64.6 

16.2 

67.5 

14.0 

8 " 

13.75 

72.0 

18.0 

75.8 

15.8 

C 25 

16.25 

79.8 

20.0 

84.5 

17.6 


18.75 

87.7 

21.9 

92.3 

19.3 


21.25 

95.6 

23.9 

99.7 

20.8 


13.25 

94.6 

21.0 

92.4 

178 

9 " 

15.00 

101.8 

22.6 

100.0 

19.2 

C 29 

20.00 

121.6 

27.0 

120.1 

23.1 


25.00 

141.4 

31.4 

139.1 

26.8 


15.00 

133.8 

26.8 

131.7 

23.0 

10 " 

20.00 

157.4 

31.5 

158.5 

27.6 

C 33 

25.00 

182.0 

36.4 

183.3 

32.0 


30.00 

206-4 

41.3 

205.4 

35.8 


35.00 

231.0 

46.2 

226.0 

39.4 


20.50 

256.2 

42.7 

256.9 

37.9 

12 " 

25.00 

288.0 

48-0 

295.6 

43.6 

C 41 

30.00 

323.2 

53-9 

335.8 

49.5 


35.00 

358.6 

59.8 

370.5 

54.6 


40.00 

393.8 

65.6 

405.7 

59.8 


• 33.00 

625.2 

83.4 

618.7 

76.1 


35.00 

639.8 

85.3 

636.1 

78.3 

15 " 

40.00 

695.0 

92.7 

700.8 

86.3 

C 53 

45.00 

750.2 

100.0 

763.0 

93.9 


50.00 

805.4 

107.4 

819.5 

100.9 


55.00 

860.4 

114.7 

874.3 

107.6 
































206 


CAMBRIA STEEL. 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


r«—C—>l<—G—H 

i i > ■ 


' 

-± __ 

1—r— 

Vi 

a4<-A; 

pT 

*! d 
“1 


<E*E> 

** d 

d 

i x 

j A*-- 


|<—b—*j«~ 

SERIES A. 


Depth 

of 

Channel 

and 

Section 

No. 

Weight 

per 

Foot. 

Size of Plates. 

t 

b 

d 

H 

c 

E 

A 

m 

Width. 

Thick¬ 

ness 

V 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


8.0 

8 

X 

.20 

4 

3X 

10* 

2% 

1ft 

2 

1* 


a 

4 4 

Vs 

i t 

ii 

3 Vs 

ion 

4 4 

4 4 

44 

44 


10.5 

i t 

X 

.32 

a 

sx 

10* 

44 

I 11 

J- 16 

4 4 

1* 

6" 

ii 

i t 

Vs 

i i 

a 

3 Vs 

10ft 

44 

44 

4 4 

4 4 

C17 

13.0 

i i 

X 

.44 

u 

3X 

10* 

44 

1 IT 

4 4 

1* 


it 

i i 

Vs 

i i 

a 

3Vs 

iott 

44 

44 

4 4 

4 4 


15.5 

l i 

X 

.56 

a 

3X 

10* 

44 

1* 

4 4 

1 IT 


it 

it 

Vs 

ii 

a 

3Vs 

10ft 

4 4 

44 

4 4 

4 4 


9.75 

9 

X 

.21 

4 % 

8X 

11X 

3% 

2* 

2% 

1* 


it 

4 i 

Vs 

i i 

i i 

4% 

12* 

4 4 

4 4 

4 4 

4 4 


12.25 

t i 

X 

.32 

t i 

3X 

11% 

44 

A 16 

4 4 

1 rA- 

J- 16 


it 

i l 

Vs 

ii 

a 

4% 

12* 

44 

4 4 

4 4 

4 4 

7" 

14.75 

i 4 

X 

.42 

t i 

3X 

11% 

44 

W 

4 4 

llT 

C21 

4 ( 

4 i 

Vs 

4 i 

a 

4% 

12* 

44 

4 4 

4 4 


17.25 

i i 

X 

.53 

i t 

3X 

11% 

44 

1% 

4 4 

1% 


it 

i i 

Vs 

i t 

i t 

4% 

12* 

44 

4 4 

4 4 

4 4 


19.75 

i i 

X 

.63 

a 

3X 

11% 

44 

1% 

4 4 

1% 


it 

a 

Vs 

it 

11 

4% 

12* 

44 

4 4 

4 4 

4 4 


11.25 

10 

X 

.22 

5 

4% 

13Xs 

3% 

2% 

2% 

1% 


t i 

i i 

Vs 

ii 

a 

4% 

13% 

4 4 

4 4 

* 4 

4 4 


13.75 

i i 

X 

.31 

i i 

4% 

13% 

44 

2* 

4 4 

1 -fi¬ 
ll 6 


a 

t c 

Vs 

ii 

a 

4% 

13% 

44 

4 4 

4 4 

4 4 

8" 

16.25 

a 

X 

.40 

a 

4% 

13% 

44 

2% 

4 4 

1% 

CJ 25 

it 

i ( 

Vs 

ii 

a 

4Vs 

13% 

44 

4 4 

4 4 

44 


18.75 

i t 

X 

.49 

a 

4X 

13% 

44 

2% 

4 4 

1% 



(i 

Vs 

i i 

a 

4Vs 

13% 

44 

44 

4 4 

4 4 


21.25 

i i 

X 

.58 

i i 

4X 

13% 

44 

2* 

4 4 

1* 




Vs 

i i 

i ( 

4Vs 

13% 

44 

4 4 

4 4 

4 4 


13.25 

ll 

X 

.23 

5X2 

4X 

14% 

4% 

2% 

3 

1% 



i t 

Vs 

i i 

i i 

5Vs 

15* 

4 4 

4 4 

4 4 

4 4 


16.00 

i t 

X 

.29 

i t 

4*4 

14% 

4 4 

Oil 

^16 

4 4 

1 IT 

9" 

t i 

i i 

Vs 

i t 

i 4 

5Xs 

15* 

4 4 

4 4 

4 4 

4 4 

C29 

20.00 

it 

X 

.45 

i l 

4X 

14% 

44 

OJL 

<^16 

4 4 

1 1 6 


i i 

i t 

Vs 

i t 

t i 

5Ys 

15* 

4 4 

4 4 

4 4 

4 4 


25.00 

i i 

X 

.61 

ii 

4X 

14% 

44 

2% 

4 4 

1% 


a 

it 

Vs 

i i 

i i 

5Xs 

15* 

44 

4 4 

4 4 

4 4 



























































CAMBRIA STEEL. 207 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


]<— O- - > r < —O—vH 



SERIES A. 


Depth 


Size of Plates. 









Weight 










of 











Channel 

per 


Thick- 

t 

b 

d 

H 

c 

E 

A 

m 

and 

Foot. 

Width. 

ness 









Section 



t' 









No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


15.0 

12 

34 

.24 

6 

5 34 

15* 

434 

£ £ 

3 

3 A 

134 


££ 

£ £ 

54 

£ £ 

£ £ 

5 Vs 

16* 

£ £ 

£ £ 

£ £ 


20-0 

H 

34 

.38 

£ £ 

5 A 

15* 

£ £ 

2% 

£ i 

lVs 


« £ i 

£ £ 

54 

£ £ 

£ £ 

554 

16* 

£ £ 

£ £ 

£ £ 

£ £ 

10" 

25-0 

£ £ 

34 

.53 

£ £ 

5 A 

15* 

£ £ 

234 

£ £ 

1 A 

C33 

iC 

£ £ 

54 

£ £ 

£ £ 

554 

16* 

£ £ 

£ £ 

£ £ 

£ £ 


30.0 

£ i 

34 

.68 

£ £ 

5 A 

15* 

££ 

2* 

£ £ 

J- 16 


n 

£ £ 

K 

£ £ 

£ £ 

5 Vs 

16* 

£ £ 

£ £ 

£ £ 

£ £ 


35.0 

£ £ 

34 

.82 

£ £ 

5A 

15* 

<£ 

2# 

£ £ 

2* 


££ 

£ £ 

Vs 

£ £ 

£ £ 

554 

16* 

£ £ 

£ £ 

£ £ 


20.5 

14 

34 

.28 

7 

6A 

1854 

554 

334 

434 

IK 


£ £ 

£ £ 

54 

£ £ 

£ £ 

6Vs 

19* 

£ £ 

£ £ 

£ £ 

£ £ 


25.0 

£ £ 

34 

.39 

£ £ 

6 A 

1834 

£ £ 

3 A 

£ £ 

134 


£ £ 

£ £ 

54 

£ £ 

£ £ 

6Vs 

19* 

£ £ 

£ £ 

£ £ 

£ £ 

12" 

30.0 

£ £ 

34 

.51 

£ £ 

6 A 

18 A 

£ £ 

8Vs 


2 

C41 

£ £ 

£ i 

54 

£ £ 

£ £ 

GVs 

19* 

£ £ 

£ £ 

£ £ 


35.0 

£ £ 

34 

.64 

£ £ 

6 A 

18 A 

£ £ 

3*4 

££ 

234 


£ t 

£ £ 

54 

£ £ 

£ £ 

6Vs 

19* 

£ £ 

£ £ 

£ £ 

£ £ 


40.0 

£ £ 

34 

.76 

£ £ 

6A 

18 A 

£ £ 

334 

£ £ 

234 


(i 

£ £ 

54 

£ £ 

£ £ 

6Vs 

19* 

£ £ 

££ 

£ £ 

£ £ 


33.0 

17 

Vs 

.40 

834 

£ £ 

734 

23* 

634 

4% 

534 

lVs 


£ £ 

£ £ 

V 

£ £ 

8 A 

23* 

£ £ 

£ £ 




35.0 

£ £ 

Vs 

.43 

£ £ 

734 

23* 

• » 

4* 

£ £ 

1* 


£ £ 

£ £ 

A 

£ £ 

£ £ 

8 A 

23* 

£ £ 

£ £ 



15" 

40.0 

£ £ 

Vs 

.52 

£ £ 

734 

23* 

£ £ 

434 


2 

C53 

£ £ 

££ 

A 

£ £ 

£ £ 

8 A 

23* 

£ £ 




45.0 

££ 

Vs 

.62 

£ £ 

7 Vs 

23* 

£ £ 

454 


234 


£ £ 

£ £ 

A 

£ £ 

£ £ 

8 A 

23* 

£ £ 

£ £ 




50.0 

£ £ 

Vs 

.72 

£ £ 

7Vs 

23* 

£ £ 

4.JL. 

Tfcie 

£ £ 

234 


£ £ 

£ £ 

A 

£ £ 

£ £ 

8 A 

23* 

£ £ 

£ £ 




55-0 

£ £ 

Vs 

.82 

£ £ 

7% 

23* 

£ £ 

4.JL 


2* 


“ 

£ £ 

A 

£ £ 

£ £ 

8 A 

23* 

£ £ 















































































208 CAMBRIA STEEL. 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


'k—G~> k—G—W 



Depth 

of 

Channel 

and 

Section 

Weight 

per 

Foot. 

Size of Plates. 

t 

b 

d 

H 

c 

E 

A 

m 

Width. 

Thick¬ 

ness 

t' 

No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


8.0 

9 

54 

.20 

454 

354 

1154 

354 

2* 

254 

1 JL. 

A 16 


i i 

4 4 

54 

I 1 

< < 

354 

11* 

11 

11 

41 

4 4 


10.5 

4 4 

54 

.32 

II 

354 

1154 

II 

2* 

II 

-L 16 

6" 

n 

44 

54 

1 i 

II 

354 

11* 

II 

11 

1 1 

4 1 

C17 

13.0 

4 4 

54 

.44 

II 

354 

1154 

11 

2* 

1 1 

-1-16 


l 4 

44 

54 

t i 

II 

354 

11* 

II 

11 

1 1 

4 1 


15.5 

44 

54 

.56 

II 

354 

1154 

11 

1* 

1 1 

1* 


4 4 

44 

54 

44 

11 

354 

11* 

II 

11 

<t 

4 1 


9.75 

11 

& 

.21 

554 

354 

13* 

454 

3* 

354 

1* 


4 4 

4 4 

54 

1 1 

11 

454 

1354 

11 

< 1 

I 4 

1 1 


12.25 

4 4 

54 

.32 

11 

354 

13* 

11 

2* 

' 1 1 

1 - 5 - 

A 16 


4 4 

4 4 

54 

4 4 

ll 

454 

1354 

II 

II 

1 4 

4 1 

7" 

14.75 

4 4 

54 

.42 

II 

354 

13* 

II 

2* 

1 4 

1* 

C21 

4 4 

4 4 

54 

i 4 

II 

454 

1354 

II 

11 

4 4 

4 1 


17.25 

4 4 

54 

.53 

II 

354 

13* 

4 « 

254 

44 

154 



4 4 

54 

4 i 

II 

454 

1354 

II 

11 

1 1 

4 1 


19.75 

4 4 

54 

.63 

II 

354 

13* 

II 

254 

4 1 

154 


4 4 

44 

54 

4 1 

11 

454 

1354 

II 

11 

II 

4 4 


11.25 

12 

54 

.22 

6 

454 

14* 

454 

3* 

354 

154 



4 4 

54 

1 1 

11 

454 

1554 

11 

11 

4 4 

41 


13.75 

4 4 

54 

.31 

II 

454 

14* 

11 

3* 

II 

I 16 

8" 


4 4 

54 

4 I 

11 

454 

1554 

ll 

11 

4 1 

4 4 

Ojib 

16.25 

44 

54 

.40 

II 

454 

14* 

11 

354 

1 1 

154 


4 4 

44 

54 

4 1 

II 

454 

1554 

11 

11 

1 1 

14 


18.75 

44 

54 

.49 

II 

454 

14* 

11 

354 

4 1 

154 



4 4 

54 

4 < 

II 

454 

1554 

11 

11 

1 1 

44 


21.25 

4 4 

54 

.58 

II 

454 

14* 

ll 

3* 

41 

1* 




54 

< 4 

v. II 

454 

1554 

11 

11 

4 4 

44 


13.25 

13 

54 

.23 

654 

454 

1654 

554 

354 

4 

154 



4 4 

54 

1 i 

11 

554 

16* 

11 

11 

4 4 

4 1 

9" 

15.00 

4 4 

54 

.29 

11 

454 

1654 

11 

3* 

1 1 

1* 

C29 


4 4 

54 

44 

ll 

554 

16* 

11 

11 

1 1 

44 


20.00 

4 4 

54 

.45 

ll 

454 

1654 

11 

3* 

4 1 

1* 




54 

4 4 

11 

554 

16* 

11 

11 

II 

4 1 


25.00 

4 4 

54 

.61 

11 

454 

1654 

11 

354 

1 1 

154 



4 4 

54 

41 

II 

554 

16* 

II 

II 

II 

41 




















































CAMBRIA STEEL. 209 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


r<-— G——C—>1 

i i 1 i 


\ 

V! 

A >< A 

pf 

*' d 

m 4 


<E->!< E> 

** a 

d 

1 \ 

^.1 

“Or**- 


I"*-—-to-- 


SERIES B. 


Depth 


Size of Plates. 









Weight 










of 


Thick- 









Channel 

per 


t 

b 

d 

H 

c 

E 

A 

m 

and 

Foot. 

Width. 

ness. 









Section 

No. 



t' 









Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


15.0 

15 

k 

.24 

7k 

5 k 

18A 

6 

4k 

4k 

Ik 


i i 

< < 

Vs 

i ^ 

< < 

5 Vs 

18k 

< i 

i i 

^ < 

i < 


20-0 

i i 

k 

.38 

< t 

5 k 

18 h 

i t 

4k 

11 

lk 


i i 

l c 

Vs 

i i 

11 

5 Vs 

18k 

i < 

i i 

11 

i ( 

10" 

25-0 

i i 

k 

.53 

i i 

5 k 

18ft 

< ( 

4k 

l i 

lk 

C33 

< ( 

( l 

Vs 

< i 

i < 

5 Vs 

18k 

< i 

< i 

l i 

i i 


30.0 

l i 

k 

.68 

t i 

5 k 

18ft 

i i 

4ft 

t i 

1ft 


i i 

11 

Vs 

i < 

i i 

5Vs 

18k 

l < 

( i 

l i 

i i 


35.0 

i t 

k 

.82 

i i 

5 k 

18 ft 

t i 

0 15 

O i6 

i i 

2ft 


< t 

< ( 

Vs 

i i 

l < 

5Vs 

18k 

< i 

( i 

i i 

i i 


20.5 

16 

k 

.28 

8 

6k 

20ft 

GVs 

4k 

5k 

lk 


11 

i t 

Vs 

l ( 

< t 

GVs 

20k 

11 

« i 

a 

i i 


25.0 

l i 

k 

.39 

i t 

6 k 

20ft 

i i 

4k 

i t 

lk 

12" 

i i 

< t 

Vs 

i i 

i ( 

6Vs 

20k 

i i 

i < 

i i 

(t 

C41 

30.0 

a 

k 

.51 

t i 

6k 

20ft 

t i 

4k 


2 


i i 

i i 

Vs 

< < 

i ( 

GVs 

20k 

i i 

i i 

i t 

i i 


35.0 

i ( 

k 

.64 

i i 

6k 

20ft 

11 

4k 


2k 


i t 

i i 

k 

i i 

i ( 

6Vs 

20 k 

i < 

l i 

i i 

< < 


40.0 

i t 

k 

.76 

i i 

6k 

20ft 

< l 

4k 


2k 


t i 

i i 

Vs 

< < 

i i 

GVs 

20k 

( i 

< < 




33.0 

20 

Vs 

.40 

10 

7Vs 

25ft 

8k 

6k 

6k 

lk 


i i 

< i 

M 

< ( 

i i 

8 k 

25ft 

i l 

i i 




35.0 

l ( 

Vs 

.43 

( ( 

7 Vs 

25ft 

i i 

6ft 


1ft 


( c 

l i 

k 

< < 

t i 

8 k 

25ft 

i i 

i i 



15" 

40.0 

11 

Vs 

.52 

i ( 

7k 

25ft 

c i 

6k 


2 

C53 

i t 

i t 

k 

< < 

i i 

8 k 

25ft 

< ( 




45.0 

i i 

Vs 

.62 

i i 

7k 

25ft 

i i 

6k 


2k 


it 

11 

% 

< < 

11 

8k 

25ft 

i i 





50.0 

i i 

Vs 

.72 

i i 

7k 

25ft 

i i 

6ft 


2k 


i i 

l i 

k 

«i 

< ( 

8k 

25ft 






55.0 

i i 

Vs 

.82 

(i 

7k 

25ft 

(i 

5ft 


2ft 


H 

H 

k 

< i 

i t 

8k 

25ft 

* * 












































































2 


210 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 









r 









2 


Depth 

of 

Chan¬ 

nel 

and 

Section 

Num¬ 

ber. 

Weight 

per 

Foot. 

SERIES A. 

SERIES B. 

2 

£ 

C4-i 

o 

-a 

o 

06 

s 

o 

CO 

CO 

o 

A* 

o 

• H 

-c3 

Axis 1-1. 

Axis 2-2. 

<6 

c<3 

S 

c+-t 

O 

• H 

-S' 

S3 

S 

O 

CO 

CO 

<» 

rS 

O 

• H 

E-» 

Axis 1-1. 

Axis 2-2. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 


Lbs. 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

\ 

Ins. 3 


8.00 

8 

K 

65.1 

20.0 

48.4 

12.1 

9 

X 

70.0 

21.5 

69.6 

15.5 


a 

U 

5 

16 

75.9 

22.9 

53.7 

13.4 

U 

A 

82.1 

24.8 

77.2 

17.2 

£* tt 

a 

U 

Vs 

87.0 

25.8 

59.0 

14.8 

a 

3 /s 

94.7 

28.1 

84.8 

18.9 

b 

r* i r* 

u 

a 

A 

98.6 

28.7 

64.4 

16.1 

a 

A 

107.8 

31.4 

92.4 

20.5 

O 17 

u 

u 

A 

110.7 

31.6 

69.7 

17.4 

u 

Vi 

121.3 

34.6 

100.0 

22.2 


u 

u 

A 

123.1 

34.6 

75.0 

18.8 

u 

A 

135.3 

38.0 

107.6 

23.9 


u 

u 

^8 

136.1 

37.5 

80.4 

20.1 

a 

Vs 

149.8 

41.3 

115.2 

25.6 


10.50 

8 

X 

69.3 

21.3 

52.5 

13.1 

9 

X 

74.2 

22.8 

76.5 

17.0 


u 

u 

5 

16 

80.1 

24.2 

57.8 

14.5 

u 

A 

86.3 

26.1 

84.1 

18.7 

r*n 

u 

u 

^8 

91.2 

27.0 

63.1 

15.8 

u 

3 /s 

98.9 

29.3 

91.7 

20.4- 

b 

a 

u 

A 

102.8 

29.9 

68.5 

17.1 

a 

A 

112.0 

32.6 

99.3 

22.1 

0 17 

u 

u 

H 

114.9 

32.8 

73.8 

18.5 

u 


125.5 

35.8 

106.9 

23.8 


u 

u 

A 

127.3 

35.7 

79.1 

19.8 

u 

A 

139.5 

39.2 

114.5 

25.4 




A 

140.3 

38.7 

84.5 

21.1 

u 

% 

154.0 

42.5 

122.1 

27.1 


13.00 

8 


73.7 

22.7 

56.5 

14.1 

9 

V 

78.6 

24.2 

83.4 

18.5 




A 

84.5 

25.5 

61.9 

15.5 

u 

5 

1 6 

90.7 

27.4 

91.0 

20.2 




Vs 

95.6 

28.3 

67.2 

16.8 

u 

H 

103.3 

30.6 

98.6 

21.9 

o 

n i n 



A 

107.2 

31.2 

72.5 

18.1 

(( 

A 

116.4 

33.9 

106.2 

23.6 

o 1 / 



Vi 

119.3 

34.1 

77.9 

19.5 

a 

X 

129.9 

37.1 

113.7 

25.3 




A 

131.7 

37.0 

83.2 

20.8 

u 

A 

143.9 

40.4 

121.3 

27.0 




Vs 

144.7 

39.9 

88.5 

22.1 

u 

% 

158.4 

43.7 

128.9 

28.7 


15.50 

8 

v 

78.1 

24.0 

60.0 

15.0 

9 

X 

83.0 

25.5 

89.5 

19.9 




A 

88.9 

28.8 

65.4 

16.3 

U 

5 

1 6 

95.1 

28.7 

97.1 

21.6 

A" 



% 

100.0 

29.6 

70.7 

17.7 

a 

Vs 

107.7 

31.9 

104.7 

23.3 

o 

c* -try 



A 

111.6 

32.5 

76.0 

19.0 

a 

A 

120.8 

35.1 

112.3 

25.0 

V 1 / 



Vi 

123.7 

35.3 

81.4 

20.3 

u 

Vi 

134.3 

38.4 

119.9 

26.6 




A 

136.1 

38.2 

86.7 

21.7 

u 

Te 

148.3 

41.6 

127.4 

28.3 




Vs 

149.1 

41.1 

92.0 

23.0 

“ 

Vs 

162.8 

44.9 

135.0 

30.0 





































































CAMBRIA STEEL. 


211 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 


2 


- 

-r*-. 

I 



r 

i 

1 

A 



X 

Her— 



2 


Depth 


SERIES A. 

SERIES B. 

Cl 

Chan- 

Weight 

<6 

s 

c3 

K 

CO 

Axis 1-1. 

Axis 2-2. 

<x> 

a> 

c€ 

Axis 1-1. 

Axis 2-2. 

nel 

per 

P-. 

Mo- 


Mo- 



CO 

Mo- 


Mo- 

Section 

and 

Foot. 

O 

CO 

ment 

Section 

ment 

Section 

«4-« 

o 

a> 

ment 

Section 

ment 

Section 




of 

Mod- 

of 

Mod- 



of 

Mod- 

of 

Mod- 

Num¬ 

ber. 



• H 

e 

Inertia. 

ulus. 

Inertia. 

ulus. 

• H 

fss 

• pH 

-a 

E-« 

Inertia 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins.4 

Ins.3 

Ins.* 

Ins.s 

In. 

In. 

Ins.4 

Ins.3 

Ins. 4 

Ins.3 


9.75 

9 

jT 

101.4 

27.0 

70.6 

15.7 

11 


114.5 

30.5 

130.9 

23.8 


tt 

u 

A 1 

117.4 

30.8 

78.1 

17.4 

a 

5 

16 

134.2 

35.2 

144.7 

26.3 


ii 

tt 

Vs 

134.1 

34.6 

85.8 

19.1 

u 

3 /* 

154.5 

39.9 

158.6 

28.8 

7" 

C 21 

tt 

tt 

A 

151.3 

38.4 

93.4 

20.8 

u 

k 

175.5 

44.6 

172.5 

31.4 

a 

u 

Vi 

169.0 

42.2 

101.0 

22.4 

a 

V2 

197.1 

49.3 

186.3 

33.9 

tt 

a 

-k 

187.2 

46.1 

108.5 

24.1 

u 


219.5 

54.0 

200.2 

36.4 


tt 

u 

5 A 

206.2 

50.0 

116.1 

25.8 

u 

5 /* 

242.5 

58.8 

214.1 

38.9 


a 

u 

H 

225.6 

53.9 

123.8 

27.5 

a 

H 

266.3 

63.6 

227.9 

41.4 


tt 

a 

% 

245.5 

57.8 

131.3 

29.2 

u 

A 

290.7 

68.4 

241.8 

44.0 


12.25 

9 

l A 

107.6 

28.7 

76.3 

17.0 

li 

A 

120.7 

32.2 

144.0 

26.2 


U 

U 

k 

Vs 

123.6 

32.4 

83.9 

18.6 

u 

5 

16 

140.4 

36.8 

157.9 

28.7 


u 

a 

140.3 

36.2 

91.5 

20.3 

u 

3 /6 

160.7 

41.5 

171.8 

31.2 

rjj'/ 

a 

u 

k 

157.5 

40.0 

99.1 

22.0 

a 

Tfi 

181.7 

46.1 

185.6 

33.8 

C 21 

a 

it 


175.2 

43.8 

106.7 

23.7 

a 

A 

203.3 

50.8 

199.5 

36.3 

a 

u 

k 

193.4 

47.6 

114.3 

25.4 

u 

ii? 

225.7 

55.6 

213.4 

38.8 


a 

it 

Vi 

212.4 

51.5 

121.9 

27.1 

u 

5 /6 

248.7 

60.3 

227.2 

41.3 


u 

u 


231.8 

55.4 

129.5 

28.8 

u 

tt 

272.5 

65.1 

241.1 

43.8 


u 

u 

% 

251.7 

59.2 

137.1 

30.5 

u 

H 

296.9 

69.9 

255.0 

46.4 


14.75 

9 

A 

113.6 

30.3 

81.5 

18.1 

li 

A 

126.7 

33.8 

156.3 

28.4 


ii 

U 

k 

129.6 

34.0 

89.1 

19.8 

u 

5 

1 6 

146.4 

38.4 

170.1 

30.9 


tt 

u 

Vs 

146.3 

37.7 

96.7 

21.5 

it 

3 /s 

166.7 

43.0 

184.0 

33.5 

rf// 

u 

u 

k 

Vi 

163.5 

41.5 

104.3 

23.2 

it 

7 

1 6 

187.7 

47.7 

197.8 

36.0 

C21 

it 

u 

181.2 

45.3 

111.9 

24.9 

it 

A 

209.3 

52.3 

211.7 

38.5 

tt 

u 

k 

H 

199.4 

49.1 

119.5 

26.5 

it 

T7T 

231.7 

57.0 

225.6 

41.0 


a 

u 

218.4 

53.0 

127.1 

28.2 

t( 


254.7 

61.8 

239.4 

43.5 


tt 

a 

IX 

237.8 

56.8 

134.7 

29.9 

u 

tt 

278,5 

66.5 

253.3 

46.1 


a 

u 

H 

257.7 

60.6 

142.3 

31.6 

it 

A 

302.9 

71.3 

267.2 

48.6 


17.25 

9 

A 

119.6 

31.9 

85.9 

19.1 

li 

A 

132.7 

35.4 

167.1 

30.4 


tt 

U 

k 

135.6 

35.6 

93.4 

20.8 

tt 

k 

152.4 

40.0 

181.0 

32.9 


it 

u 

Vs 

152.3 

39.3 

101.1 

22.5 

a 

Vs 

172.7 

44.6 

194.9 

35.4 

\y/r 

C21 

u 

u 

7 

169.5 

43.1 

108.7 

24.2 

ii 

7 

16 

193.7 

49.2 

208.7 

38.0 

a 

u 

Vi 

k 

Vs 

H 

187.2 

46.8 

116.2 

25.8 

u 

A 

215.3 

53.8 

222.6 

40.5 

tt 

a 

205.4 

50.6 

123.8 

27.5 

u 

k 

237.7 

58.5 

236.5 

43.0 


a 

u 

224.4 

54.4 

131.4 

29.2 

it 

Vs 

260.7 

63.2 

250.3 

45.5 


tt 

u 

243.8 

58.2 

139.1 

30.9 

u 

tt 

284.5 

67.9 

264.2 

48.0 


a 

a 

Vx 

263.7 

62.1 

146.6 

32.6 

u 

A 

308.9 

72.7 

278.1 

50.6 


19.75 

9 

A 

125.6 

33.5 

90.3 

20.1 

n 

A 

138.7 

37.0 

178.2 

32.4 


it 

a 

_5_ 

141.6 

37.1 

97.9 

21.8 

a 

5 

16 

158.4 

41.5 

192.0 

34.9 


a 

a 

V 

158.3 

40.8 

105.5 

23.4 

u 

3 /6 

178.7 

46.1 

205.9 

37.4 


u 

it 

k 

175.5 

44.6 

113.1 

25.1 

it 

Tii 

199.7 

50.7 

219.7 

40.0 

7 

C 21 

a 

it 

U 

it 

A 

k 

Vs 

193.2 

211.4 

48.3 

52.0 

120.7 

128.3 

26.8 

28.5 

u 

tl 

A. 

ii? 

221.3 

243.7 

55.3 

60.0 

233.6 

247.5 

42.5 

45.0 


tt 

a 

230.4 

55.9 

135.9 

30.2 

li 

5 /* 

266.7 

64.7 

261 3 

47.5 


a 

a 

249.8 

59.7 

143.5 

31.9 

u 

tt 

290.5 

69.4 

275.2 

50.0 


it 

u 

A 

269.7 

63.5 

151.1 

33.6 

ii 

A 

314.9 

74.1 

289.1 

52.6 
































































212 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 



Depth 


SERIES A. 

SERIES B. 

of 

Chan- 

Weight 

1 

1 

Axis 1-1. 

Axis 2-2. 

CD 

rOj 

£ 

3 

c n 

Axis 1-1. 

Axis 2-2. 

nel 

per 


03 

Mo- 


Mo- 

Section 

Mo- 


Mo- 

Section 

and 

Foot. 

o 

<D 

ment 

Section 

ment 

© 

^=J 

© 

ment 

Section 

ment 

Section 




of 

Mod- 

of 

Mod- 

•-© 


of 

Mod- 

of 

Mod- 

Num¬ 

ber. 


• T—i 

1 

Inertia. 

ulus. 

Inertia. 

ulus. 


• H 
0 

Inertia. 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 


11.25 

10 

H 

149.7 

35.2 

104.0 

20.8 

12 

M 

166.7 

39.2 

181.1 

30.2 


U 

U 

ITT 

172.6 

40.0 

114.4 

22.9 

« 


194.2 

45.0. 

199.1 

33.2 


u 

U 

3 A 

196.2 

44.9 

124.9 

25.0 

U 

Vs 

222.5 

50.9 

217.1 

36.2 

8" 

u 

u 

TS 

220.5 

49.7 

135.3 

27.1 

U 

'16 

251.7 

56.7 

235.1 

39.2 

C 25 

u 

a 

l A 

245.4 

54.5 

145.7 

29.1 

u 

V2 

281.6 

62.6 

253.1 

42.2 

a 

u 

ts 

271.1 

59.4 

156.1 

31.2 

u 

9 

312.4 

68.5 

271.1 

45.2 


u 

u 

5 /6 

297.5 

64.3 

166.5 

33.3 

u 

5 A 

344.1 

74.4 

289.1 

48.2 


u 

u 

H 

324.6 

69.2 

176.9 

35.4 

u 

11 

376.6 

80.3 

307.1 

51.2 


u 

u 

3 A 

352.4 

74.2 

187.4 

37.5 

u 

H 

410.0 

86.3 

325.1 

54.2 


13.75 

10 

A 

157.1 

37.0 

111.6 

22.3 

12 

H 

174.1 

41.0 

196.4 

32.7 


U 

u 

5 

1 6 

180.0 

41.7 

122.0 

24.4 

U 

5 

201.6 

46.8 

214.4 

35.7 


a 

u 

*A 

203.6 

46.5 

132.4 

26.5 

u 

Vs 

229.9 

52.6 

232.4 

38.7 

8" 

u 

u 

TS 

227.9 

51.4 

142.8 

28.6 

u 

7 

259.1 

58.4 

250.4 

41.7 

C 25 

a 

u 

y* 

252.8 

56.2 

153.2 

30.6 

u 


289.0 

64.2 

268.4 

44.7 

u 

u 

9 

16 

278.5 

61.0 

163.6 

32.7 

u 


319.8 

70.1 

286.4 

47.7 


a 

u 

b A 

304.9 

65.9 

174.1 

34.8 

u 

H 

351.5 

76.0 

304.4 

50.7 


u 

u 

“Hr 

332 0 

70.8 

184.5 

36.9 

u 

H 

384.0 

81.9 

322.4 

53.7 


u 

u 

H 

359.8 

75.8 

194.9 

39.0 

u 

% A 

417.4 

87.9 

340.4 

56.7 


16.25 

10 

A 

164.9 

38.8 

119.4 

23.9 

12 

M 

181.9 

42.8 

212.5 

35.4 


U 

« 

5 

16 

187.8 

43.6 

129.8 

26.0 

« 


209.4 

48.6 

230.5 

38.4 


a 

a 

'A 

211.4 

48.3 

140.2 

28.0 

ll 

3 A 

237.7 

54.3 

248.5 

41.4 

8" 



7 

1 6 

235.7 

53.1 

150.6 

30.1 

a 

7 

16 

266.9 

60.1 

266.5 

44.4 

C 25 



Vi 

260.6 

57.9 

161.0 

32.2 


X A 

296.8 

66.0 

284.5 

47.4 



W 

286.3 

62.8 

171.5 

34.3 


9 

16 

327.6 

71.8 

302.5 

50.4 




b A 

312.7 

67.6 

181.9 

36.4 

u 

% 

359.3 

77.7 

320.5 

53.4 




H 

339.8 

72.5 

192.3 

38.5 

u 

11 

16 

391.8 

83.6 

338.5 

56.4 




H 

367.6 

77.4 

202.7 

40.5 

u 

% 

425.2 

89.5 

356.5 

59.4 


18.75 

10 

J4 

172.7 

40.6 

126.3 

25.3 

12 

M 

189.7 

44.6 

227.3 

37.9 


U 


11; 

195.6 

45.4 

136.7 

27.4 

u 

5 

16 

217.2 

50.4 

245.3 

40.9 




Vs 

219.2 

50.1 

147.2 

29.4 

u 

Vs 

245.5 

56.1 

263.3 

43.9 

8" 



16 

243.5 

54.9 

157.6 

31.5 

u 

7 

16 

274.7 

61.9 

281.3 

46.9 

C 25 



Vi 

268.4 

59.7 

168.0 

33.6 

u 

H 

304.6 

67.7 

299.3 

49.9 



TS 

294.1 

64.5 

178.4 

35.7 

u 

^6 

335.4 

73.5 

317.3 

52.9 




% 

320.5 

69.3 

188.8 

37.8 

u 

Vs 

367.1 

79.4 

335.3 

55.9 




H 

347.6 

74.2 

199.2 

39.9 

u 

11 

16 

399.6 

85.2 

353.3 

58.9 




H 

375.4 

79.0 

209.7 

41.9 

a 

3 A 

433.0 

91.2 

371.3 

61.9 


21.25 

10 

H 

180.7 

42.5 

133.0 

26.6 

12 

A 

197.7 

46.5 

241.7 

40.3 





203.6 

47.2 

143.4 

28.7 

u 

5 

16 

225.2 

52.2 

259.7 

43.3 




H 

227.2 

51.9 

153.8 

30.8 

a 

3 A 

253.5 

58.0 

277.7 

46.3 

8" 



TS 

251.5 

56.7 

164.2 

32.8 

u 

A 

282.7 

63.7 

295.7 

49.3 

C 25 



Vi 

276.4 

61.4 

174.6 

34.9 

u 

34 

312.6 

69.5 

313.7 

52.3 



TS 

302.1 

66.2 

185.0 

37.0 

u 

9 

16 

343.4 

75.3 

331.7 

55.3 




% 

328.5 

71.0 

195.5 

39.1 

a 

Vs 

375.1 

81.1 

349.7 

58.3 




ii 

355.6 

75.9 

205.9 

41.2 

u 

TS 

407.6 

87.0 

367.7 

61.3 




% 

383.4 

80.7 

216.3 

43.3 

u 

% 

441.0 

92.8 

385.7 

64.3 
























































CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 


213 


2 


w-^ - 

n 




r 

A. 




He?- 



2 


Depth 

of 

Chan¬ 

nel 

and 

Section 

Num¬ 

ber. 

Weight 

per 

Foot. 

SERIES A. 

SERIES B. 

CD 

s 

«*-* 

© 

PA 

r © 

•H 

<x> 

c3 

r-H 

P-* 

«+-< 

o 

GO 

CO 

CD 

Jp 

M 

CD 

• rt 

^p 

E-* 

Axis 1-1. 

Axis 2-2. 

-2 

ce 

pH 

o 

pa 

'S 

•H 

E* 

-2 

OS 

pH 

u-i 

© 

£ 

<x> 

Jp 

PA 

o 

• H 

E-* 

Aiis 1-1. 

Aiis 2-2. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 


Lbs. 

In. 

In. 

Ins* 

Ins. 3 

Ins.* 

Ins. 3 

In. 

In. 

Ins* 

Ins. 3 

Ins.* 

Ins. 3 


13.25 

11 

M 

212.3 

44.7 

147.9 

26.9 

13 

X 

233.7 

49.2 

244.3 

37.6 


U 

a 

5 

243.8 

50.7 

161.8 

29.4 

« 

5 

16 

270.8 

56.3 

267.2 

41.1 


U 

u 

% 

276.0 

56.6 

175.6 

31.9 

U 

% 

308.9 

63.4 

290.1 

44.6 

9" 

u 

u 

7 

1 6 

309.0 

62.6 

189.4 

34.4 

U 

TE 

348.1 

70.5 

313.0 

48.2 

C 29 

u 

u 

X 

343.0 

68.6 

203.3 

37.0 

u 

X 

388.2 

77.6 

335.9 

51.7 


u 

a 

A 

377.9 

74.7 

217.3 

39.5 

u 

& 

429.3 

84.8 

358.8 

55.2 


u 

a 


413.5 

80.7 

231.1 

42.0 

« 

% 

471.5 

92.0 

381.6 

58.7 


a 

u 

tt 

449.9 

86.7 

244.9 

44.5 

u 

tt 

514.7 

99.2 

404.5 

62.2 


u 

a 

3 ^ 

487.5 

92.9 

258.8 

47.1 

u 

3 4 

558.9 

106.5 

427.4 

65.8 


15.00 

li 

X 

219.5 

46.2 

155.4 

28.3 

13 

X 

240.9 

50.7 

258.5 

39.8 


u 

u 

1JR 

251.0 

52.2 

169.3 

30.8 

U 

5 

16 

278.0 

57.8 

281.4 

43.3 


u 

u 

34 

283.2 

58.1 

183.1 

33.3 

u 

3 /s 

316.1 

64.9 

304.3 

46.8 

9" 

u 

« 

7 

316.2 

64.0 

197.0 

35.8 

a 

A 

355.3 

72.0 

327.2 

50.3 

C 29 

a 

u 


350.2 

70.0 

210.9 

38.3 

u 

X 

395.4 

79.1 

350.1 

53.9 

u 

(l 

TF 

385.1 

76.1 

224.8 

40.9 

u 

TV 

436.5 

86.2 

373.0 

57.4 


u 

u 


420.7 

82.1 

238.6 

43.4 

a 


478.7 

93.4 

395.8 

60.9 


u 

u 

H 

457.1 

88.1 

252.4 

45.9 

a 

tt 

521.9 

100.6 

418.7 

64.4 


a 

a 

3/ 

/•I 

494.7 

94.2 

266.3 

48.4 

a 

X 

566.1 

107.8 

441.6 

67.9 


20.00 

11 

X 

239.3 

50.4 

175.6 

31.9 

13 

X 

260.7 

54.9 

297.0 

45.7 


u 

u 


270.8 

56.3 

189.5 

34.5 

a 

ITT 

297.8 

61.9 

319.9 

49.2 


a 

u 

Vs 

303.0 

62.2 

203.3 

37.0 

u 

3 ^ 

335.9 

68.9 

342.8 

52.7 

Q" 

a 

a 

TE 

336.0 

68.0 

217.1 

39.5 

a 


375.1 

76.0 

365.7 

56.3 

n oq 

a 

a 

34 

370.0 

74.0 

231.0 

42.0 

u 

X 

415.2 

83.0 

388.6 

59.8 


u 

a 

9 

404.9 

80.0 

244.9 

44.5 

u 

TE 

456.3 

90.1 

411.5 

63.3 


u 

u 

% 

440.5 

86.0 

258.8 

47.1 

u 

X 

498.5 

97.3 

434.3 

66.8 


a 

u 

H 

476.9 

91.9 

272.6 

49.6 

u 

ll 

16 

541.7 

104.4 

457.2 

70.3 


a 

a 

X 

514.5 

98.0 

286.5 

52.1 

u 

X 

585.9 

111.6 

480.1 

73.9 


25.00 

li 

X 

259.1 

54.5 

194.6 

35.4 

13 

X 

280.5 

59.1 

333.9 

51.4 


U 

u 

5 

290.6 

60.4 

208.5 

37.9 

u 

TE 

317.6 

66.0 

356.8 

54.9 


a 

u 

Vs 

322.8 

66.2 

222.3 

40.4 

u 

X 

355.7 

73.0 

379.7 

58.4 

A// 

u 

u 

TS 

355.8 

72.1 

236.1 

42.9 

u 

TS 

394.9 

80.0 

402.5 

61.9 

y 

a 

u 


389.8 

78.0 

250.1 

45.5 

a 

X 

435.0 

87.0 

425.4 

65.5 

C 29 

a 

a 

T6 

424.7 

83.9 

264.0 

48.0 

u 

Tit 

476.1 

94.1 

448.3 

69.0 


u 

u 

5 /s 

460.3 

89.8 

277.8 

50.5 

u 

X 

518.3 

101.1 

471.2 

72.5 


u 

u 


496.7 

95.8 

291.6 

53.0 

u 

tt 

561.5 

108.2 

494.1 

76.0 


a 

a 

H 

534.3 

101.8 

305.5 

55.6 

u 

X 

605.7 

! 115.4 

517.0 

79.5 


































































214 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 



Depth 

of 

Chan- 


SERIES A. 

SERIES B. 

Weight 

& 

a 

r—H 

Ah 

CO 

Axis 1-1. 

Axis 2-2. 

<x> 

S 

<6 

H-T 

S 

oa 

Aiis 1-1. 

Axis 2-2. 

nel 

per 


Mo- 

Section 

Mo- 

Section 

Mo- 


Mo- 

Section 

and 

Foot. 

o 

«D 

ment 

ment 

O 

<x> 

ment 

Section 

ment 

Section 




of 

Mod- 

of 

Mod- 

-T3 


of 

Mod- 

of 

Mod- 

Num¬ 

ber. 



•H 

E-» 

Inertia. 

ulus. 

Inertia. 

ulus. 


• rH 

EH 

Inertia. 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins. 4 

Ins.s 

Ins. 4 

Ins.3 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 


15.0 

12 


291.4 

55.5 

195.4 

32.6 

15 

X 

330.8 

63.0 

381.8 

50.9 


U 

U 

5 

333.3 

62.7 

213.4 

35.6 

U 

5 

383.3 

72.1 

417.0 

55.6 


U 

u 

X 

376.1 

70.0 

231.4 

38.6 

U 

Vs 

436.7 

81.2 

452.1 

60.3 

10” 

a 

u 

iV 

419.9 

77.2 

249.4 

41.6 

u 

7 

16 

491.6 

90.4 

487.3 

65.0 

C 33 

u 

u 

Vi 

464.8 

84.5 

267.4 

44.6 

u 

Vi 

547.6 

99.6 

522.4 

69.7 

u 

u 

IT 

510.7 

91.8 

285.4 

47.6 

u 

9 

1 6 

605.1 

108.8 

557.6 

74.3 


u 

u 

Vs 

557.6 

99.1 

303.4 

50.6 

a 

Vs 

663.6 

118.0 

592.7 

79.0 


u 

u 

H 

605.6 

106.5 

321.4 

53.6 

u 

H 

723.7 

127.3 

627.9 

83.7 


u 

u 

X 

654.7 

113.9 

339.4 

56.6 

u 

X 

784.9 

136.5 

663.1 

88.4 


20.0 

12 

X 

315.0 

60.0 

220.1 

36.7 

15 

X 

354.4 

67.5 

438.0 

58.4 


a 

u 


356.9 

67.2 

238.1 

39.7 

U 

5 

406.9 

76.6 

473.1 

63.1 


u 

u 

Vs 

399.7 

74.4 

256.1 

42.7 

a 

Vs 

460.3 

85.6 

508.3 

67.8 

10” 

u 

u 

Y6 

443.5 

81.6 

274.1 

45.7 

u 

7 

515.2 

94.8 

543.4 

72.5 

C 33 

a 

u 

Vi 

488.4 

88.8 

292.1 

48.7 

a 


571.2 

103.9 

578.6 

77.2 

u 

a 

9 

16 

534.3 

96.1 

310.1 

51.7 

u 

9 

1 G 

628.7 

113.0 

613.8 

81.8 


u 

u 

Vs 

581.2 

103.3 

328.1 

54.7 

u 

Vs 

687.2 

122.2 

648.9 

86.5 


u 

u 

H 

629.2 

110.6 

346.1 

57.7 

u 

11 

747.3 

131.4 

684.1 

91.2 


a 

u 

M 

678.3 

118.0 

364.1 

607 

u 

X 

808.5 

140.6 

719.2 

95.9 


25.0 

12 

X 

339.6 

64.7 

242.8 

40.5 

15 

X 

379.0 

72.2 

491.8 

65.6 


U 

u 

rn 

381.5 

71.8 

260.8 

43.5 

U 

5 

16 

431.5 

81.2 

526.9 

70.3 


u 

u 

Vs 

424.3 

78.9 

278.8 

46.5 

u 

Vs 

484.9 

90.2 

562.1 

75.0 

10” 

a 

a 

7 

1 6 

468.1 

86.1 

296.8 

49.5 

a 

7 

16 

539.8 

99.3 

597.3 

79.6 

C 33 

a 

a 

Vi 

513.0 

93.3 

314.8 

52.5 

u 

Vi 

595.8 

108.3 

632.4 

84.3 

u 



558.9 

100.5 

332.8 

55.5 

u 

IT 

653.3 

117.4 

667.6 

89.0 


u 

u 

5 /s 

605.8 

107.7 

350.8 

58.5 

u 

X 

711.8 

126.5 

702.7 

93.7 


u 

u 

H 

653.8 

115.0 

36S.8 

61.5 

u 

it - 

771.9 

135.7 

737.9 

98.4 


u 

u 

H 

702.9 

122.2 

386.8 

64.5 

a 

X 

833.1 

144.9 

773.0 

103.1 


30.0 

12 

V\ 

364.0 

69.3 

262.9 

43.8 

15 

X 

403.4 

76.8 

541.6 

72.2 


u 

a 

A 

405.9 

76.4 

280.9 

46.8 

U 

6 

16 

455.9 

85.8 

576.8 

76.9 




3 /s 

448.7 

83.5 

298.9 

49.8 

a 

X 

509.3 

94.8 

611.9 

81.6 

10" 



■re 

492.5 

90.6 

316.9 

52.8 

u 

7 

1 6 

564.2 

103.8 

647.1 

86.3 

C 33 



Vi 

537.4 

97.7 

334.9 

55.8 

a 

X 

620.2 

112.8 

682.2 

91.0 



rs 

583.3 

104.9 

352.9 

58.8 

u 

9 

16 

677.7 

121.8 

717.4 

95.7 




5^ 

630.2 

112.0 

370.9 

61.8 

a 

X 

736.2 

130.9 

752.5 

100.3 




H 

678.2 

119.3 

388.9 

64.8 

u 

^6 

796.3 

140.0 

787.7 

105.0 


u 


X 

727.3 

126.5 

406.9 

67.8 

u 

X 

857.5 

149.1 

822.9 

109.7 


35.0 

12 

X 

388.6 

74.0 

281.7 

46.9 

15 


428.0 

81.5 

589.2 

78.6 




is 

430.5 

81.0 

299.7 

49.9 

U 

5 

16 

480.5 

90.4 

624.4 

83.3 




Vs 

473.3 

88.1 

317.7 

52,9 

a 

X 

533.9 

99.3 

659.5 

87.9 

10” 




517.1 

95.1 

335.7 

55.9 

u 

IT 

588.8 

108.3 

694.7 

92.6 

C 33 



Vi 

562.0 

102.2 

353.7 

58.9 

u 

Vi 

644.8 

117.2 

729.8 

97.3 



-h 

607.9 

109.3 

371.7 

61.9 

u 

IT 

702.3 

126.3 

765.0 

102.0 




Vs 

654.8 

116.4 

389.7 

64.9 

u 

Vs 

760.8 

135.3 

800.2 

106.7 




IX 

16 

702.8 

123.6 

407.7 

67.9 

u 

11 

16 

820.9 

144.3 

835.3 

111.4 




X 

751.9 

130.8 

425.7 

70.9 

a 

X 

882.1 

153.4 

870.5 

116.1 































































CAMBRIA STEEL. 


216 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 


Q- 

- 




r 

A 



A 




Depth 

of 

Chan¬ 

nel 

and 

Seotion 

Num¬ 

ber. 


12 " 

C 41 


12 " 

C41 


12 " 

C 41 


12 " 

C41 


12 " 

C 41 


SERIES A. 


■Weight 

s 

£ 

<6 

Axis 

1-1. 

Aiis 

2-2. 

1 

1 

Axis 

1-1. 

Axis 2-2. 

per 



Mo- 


Mo- 

Section 

Mod- 


CO 

Mo- 


Mo- 

Section 

Mod- 

Foot. 

o 

1 

ment 

of 

Section 

Mod- 

ment 

of 

O 

o 

1 

ment 

of 

Section 

Mod- 

ment 

of 


& 

£ 

Inertia. 

ulus. 

Inertia.. 

ulus. 


3 

e-H 

Inertia. 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins* 

Ins. 3 

Ins. 4 

Ins. 3 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

20.5 

14 

l A 

518.9 

83.0 

371.3 

53.0 

16 

A 

556.4 

89.0 

549.3 

68.7 

« 

U 


587.9 

93.1 

399.9 

57.1 

U 

5 

635.3 

100.6 

592.0 

74.0 

a 

U 

S A 

658.3 

103.3 

428.4 

61.2 

U 

A 

715.8 

112.3 

634.6 

79.3 

a 

u 

rg- 

730.1 

113.4 

457.0 

65.3 

u 

I V 

797.8 

123.9 

677.3 

84.7 

a 

u 

l A 

803.4 

123.6 

485.6 

69.4 

a 


881.5 

135.6 

720.C 

90.0 

a 

u 

A 

878.0 

133.8 

514.2 

73.5 

a 

A 

966.9 

147.3 

762.6 

95.3 

u 

u 

% 

954.1 

144.0 

542.8 

77.5 

u 

A 

1053.8 

159.1 

805.3 

100.7 

u 

a 

h 

1031.6 

154.3 

571.4 

81.6 

u 

H 

1142.4 

170.8 

848.0 

106.0 

u 

u 

H 

1110.6 

164.5 

599.9 

85.7 

a 

A 

1232.7 

182.6 

890.6 

111.3 

25.0 

14 

A 

550.7 

88.1 

409.9 

58.6 

16 

A 

588.2 

94.1 

610.8 

76.4 

U 

u 


619.7 

98.2 

438.5 

62.7 

U 

5 

667.1 

105.7 

653.4 

81.7 

u 

a 

Vs 

690.1 

108.3 

467.1 

66.7 

a 

A 

747.6 

117.3 

696.1 

87.0 

u 

a 


761.9 

118.4 

495.7 

70.8 

a 

r6 

829.6 

128.9 

738.8 

92.4 

u 

u 

Yi 

835.2 

128.5 

524.3 

74.9 

u 


913.3 

140.5 

781.4 

97.7 

u 

u 

TS 

909.8 

138.6 

552.9 

79.0 

a 

9 

998.7 

152.2 

824.1 

103.0 

a 

u 

A 

985.9 

148.8 

581.4 

83.1 

a 

A 

1085.6 

163.9 

866.8 

108.4 

u 

« 


1063.4 

159.0 

610.0 

87.2 

a 

H 

1174.2 

175.6 

909.4 

113.7 

u 

a 

A 

1142.4 

169.3 

638.6 

91.2 

a 

A 

1264.5 

187.3 

952.1 

119.0 

30.0 

14 

K 

585.9 

93.7 

450.2 

64.3 

16 

A. 

623.4 

99.7 

675.7 

84.5 

u 

U 

TB 

654.9 

103.7 

478.8 

68.4 

U 

A 

702.3 

111.3 

718.3 

89.8 

u 

u 

% 

725.3 

113.8 

507.3 

72.5 

u 

A 

782.8 

122.8 

761.0 

95.1 

a 

u 

iV 

797.1 

123.8 

535.9 

76.6 

a 

& 

864.8 

134.3 

803.7 

100.5 

a 

u 

A 

870.4 

133.9 

564.5 

80.6 

a 

A 

984.5 

145.9 

846.3 

105.8 

u 

u 


945.0 

144.0 

593.1 

84.7 

u 

r6 

1033.9 

157.5 

889.0 

111.1 

u 

« 

A 

1021.1 

154.1 

621.7 

88.8 

u 

A 

1120.8 

169.2 

931.6 

116.5 

u 

u 

UL 

1098.6 

164.3 

650.3 

92.9 

u 

H 

1209.4 

180.9 

974.3 

121.8 

u 

a 

A 

1177.6 

174.5 

678.8 

97.0 

it 

A 

1299.7 

192.6 

1017.0 

127.1 

35.0 

14 

A 

621.3 

99.4 

484.9 

69.3 

16 

A 

658.8 

105.4 

733.6 

91.7 

U 

U 

A 

690.3 

109.4 

513.4 

73.4 

u 

re 

737.7 

116.9 

776.3 

97.0 

u 

u 

Vs 

760.7 

119.3 

542.0 

77.4 

a 

A 

818.2 

128.3 

818.9 

102.4 

a 

a 

7 

832.5 

129.3 

570.6 

81.5 

u 

7 

16 

900.2 

139.8 

861.6 

107.7 

a 

u 

X A 

905.8 

139.4 

599.2 

85.6 

u 

Vi 

983.9 

151.4 

904.3 

113.0 

<4 

u 

TS 

980.4 

149.4 

627.8 

89.7 

u 

T6 

1069.3 

162.9 

946.9 

118.4 

4* 

u 

A 

1056.5 

159.5 

656.4 

93.8 

u 

A 

1156.2 

174.5 

989.6 

123.7 

a 

u 

A 

1134.0 

169.6 

684.9 

97.9 

u 

11 

16 

1244.8 

186.1 

1032.3 

129.0 

a 

u 

A 

1213.0 

179.7 

713.5 

101.9 

u 

A 

1335.1 

197.8 

1074.9 

134.4 

40 0 

14 

A 

656.5 

105.0 

520.1 

74.3 

16 

A 

694.0 

111.0 

792.1 

99.0 

u 

u 


725.5 

114.9 

548.7 

78.4 

U 

6 

16 

772.9 

122.4 

834.8 

104.3 

u 

u 

A 

795.9 

124.9 

577.2 

82.5 

U 

A 

853.4 

133.9 

877.4 

109.7 

a 

u 

u 

u 

re 

V, 

867.7 

941.0 

134.8 

144.8 

605.8 

634.4 

86.6 

90.6 

U 

« 

lV 

3^ 

935.4 

1019.1 

145.3 

156.8 

920.1 

962.8 

115.0 

120.3 

a 

u 

-TK 

1015.6 

154.8 

663.0 

94.7 

a 

TB 

1104.5 

168.3 

1005.4 

125.7 

a 

u 

A 

1091.7 

164.8 

691.6 

98.8 

u 

A 

1191.4 

179.8 

1048.1 

131.0 

u 

u 

H 

1169.2 

174.8 

720.2 

102.9 

u 

XX 

16 

1280.0 

191.4 

1090.8 

136.3 

u 

u 

A 

1248.2 

184.9 

748.7 

107.0 

a 

A 

1370.3 

203.0 

1133.4 

141.7 


SERIES B. 































































216 CAMBRIA STEEL. 


2 


MOMENTS OF INERTIA AND 


n-. 

SECTION MODULI FOR 

1 



r 

PLATE AND CHAN- 

I 




NEL COLUMNS. 




2 




SERIES A. 

SERIES B. 

Depth 




Axis 

1-1. 

Axis 

2-2. 


& 

Axis 

1-1. 

Axis 

2-2. 

Chan- 

Weight 

o 

cS 

s 





-3 

o3 

3 



Mo¬ 

ment 

of 

Inertia. 


nel 

and 

Section 

Hum¬ 

ber. 

per 

Foot. 

Ph 

O 

• H 

C4-H 

O 

CO 

CO 

o 

S=J 

o 

• H 
^=1 
E-* 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

P-l 

e+-< 

O 

© 

CO 

03 

© 

a 

O 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Section 

Mod¬ 

ulus. 


‘ Lbs. 

In. 

In. 

Ins.4 

Ins. 3 

Ins.4 

Ins. 3 

In. 

In. 

Ins.4 

Ins. 3 

Ins. 4 

Ins. 3 


33.0 

17 

Vs 

1378.9 

175.1 

953.4 

112.2 

20 

X 

1511.8 

192.0 

1525.9 

152.6 


« 

U 

T6 

1512.0 

190.5 

1004.7 

118.2 

ll 

7 

1668.1 

210.2 

1609.2 

160.9 

1 ft" 

U 

U 

Vi 

1646.6 

205.8 

1055.7 

124.2 

a 

X 

1826.9 

228.4 

1692.5 

169.3 

C 53 

U 

a 

9 

1783.4 

221.2 

1106.8 

130.2 

u 

9 

16 

1988.1 

246.6 

1775.9 

177.6 

u 

u 

^8 

1922.9 

236.7 

1158.1 

136.2 

a 

% 

2151.9 

264.9 

1859.2 

185.9 


u 

u 


2064.6 

252.2 

1209.4 

142.3 

u 

11 

2318.2 

283.1 

1942.5 

194.3 


a 

u 

s* 

2207.8 

267.6 

1260.4 

148.3 

u 

X 

2487.1 

301.5 

2025.9 

202.6 


35.0 

17 

% 

1393.5 

177.0 

971.7 

114.3 

20 

Vs 

1526.4 

193.8 

1557.3 

155.7 


•U 

u 

7 

1526.6 

192.3 

1023.0 

120.4 

it 

7 

1682.7 

212.0 

1640.7 

164.1 

1 ft" 

u 

u 


1661.2 

207.7 

1074.1 

126.4 

it 

^2 

1841.5 

230.2 

1724.0 

172.4 

C 53 

u 

a 

9 

1798.0 

223.0 

1125.1 

132.4 

tt 

9 

16 

2002.7 

248.4 

1807.3 

180.7 

u 

u 

x 

1937.5 

238.5 

1176.4 

138.4 

a 

X 

2166.5 

266.6 

1S90.7 

189.1 


a 

a 


2079.2 

254.0 

1227.7 

144.4 

a 

H 

2332.8 

284.9 

1974.0 

197.4 


u 

u 

X 

2222.4 

269.4 

1278.8 

150.4 

tt 

X 

2501.7 

303.2 

2057.3 

205.7 


40.0 

17 

Vs 

1448.7 

184.0 

1039.9 

122.3 

20 

Vs 

1581.6 

200.8 

1674.6 

167.5 


u 

a 

7 

16 

1581.8 

199.3 

1091.2 

128.4 

u 

T6 

1737.9 

219.0 

1757.9 

175.8 


u 

u 


1716.4 

214.6 

1142.3 

134.4 

a 

X A 

1896.7 

237.1 

1841.2 

184.1 

15 

u 

u 

9 

1853.2 

229.9 

1193.3 

140.4 

tt 

9 

2057.9 

255.3 

1924.6 

192.5 

C 53 

u 

u 


1992 7 

245.3 

1244.6 

146.4 

tt 

X 

2221.7 

273.4 

2007.9 

200.8 


a 

(( 

H 

2134.4 

260.7 

1295.9 

152.5 

tt 

tt 

2388.0 

291.7 

2091.2 

209.1 


u 

ll 

x 

2277.6 

276.1 

1347.0 

158.5 

tt 

X 

2556.9 

309.9 

2174.6 

217.5 


45.0 

17 

X 

1503.9 

191.0 

1105.4 

130.1 

20 

Vs 

1636.8 

207.9 

1788.6 

178.9 


U 

u 


1637.0 

206.2 

1156.8 

136.1 

tt 

T6 

1793.1 

225.9 

1871.9 

187.2 

15" 

u 

u 

X 

1771.6 

221.5 

1207.9 

142.1 

it 

X 

1951.9 

244.0 

1955.3 

195.5 

C 53 


u 


1908.4 

236.7 

1258.9 

148.1 

it 

9 

16 

2113.1 

262.1 

2038.6 

203.9 

u 

it 

5 /* 

2047.9 

252.0 

1310.2 

154.2 

tt 

5 /* 

2276.9 

280.2 

2121.9 

212.2 



u 

ll 

16 

2189.6 

267.4 

1361.5 

160.2 

a 

H 

2443.2 

298.4 

2205.3 

220.5 


u 

a 

X 

2332.8 

282.8 

1412.6 

166.2 

tt 

X 

2612.1 

316.6 

2288.6 

228.9 


50.0 

17 

V* 

1559.1 

198.0 

1165.3 

137.1 

20 

X 

1692.0 

214.9 

1894.9 

189.5 


u 

ll 

X 

1692.2 

213.2 

1216.6 

143.1 

it 

7 

16 

1848.3 

232.9 

1978.2 

197.8 

IK// 


u 

X 

1826.8 

228.4 

1267.7 

149.1 

it 

X 

2007.1 

250.9 

2061.5 

206.2 

lo 


u 


1963.6 

243.5 

1318.7 

155.1 

tt 

9 

1 6 

2168.3 

268.9 

2144.9 

214.5 

O Do 

u 

u 

Vn 

2103.1 

258.8 

1370.0 

161.2 

a 

X 

2332.1 

287.0 

2228.2 

222.8 


u 

u 

IX 

16 

2244.8 

274.2 

1421.3 

167.2 

a 

tt 

2498.4 

305.2 

2311.5 

231.2 



u 

X 

2388.0 

289.5 

1472.4 

173.2 

tt 

X 

2667.3 

323.3 

2394.9 

239.5 


55.0 

17 

% 

1614.1 

205.0 

1223.4 

143.9 

20 

X 

1747.0 

221.9 

1998.8 

199.9 



u 

Tff 

1747.2 

220.1 

1274.7 

150.0 

u 

16 

1903.3 

239.8 

2082.1 

208.2 

15" 
C 53 

a 

a 

a 

u 

u 

a 

X A 

9 

16 

5 /* 

1881.8 

2018.6 

2158.1 

235.2 

250.4 

265.6 

1325.7 

1376.8 
1428.1 

156.0 

162.0 

168.0 

tt 

a 

a 

X A 

A 

X 

2062.1 

2223.3 

2387.1 

257.8 

275.8 

293.8 

2165.5 

2248.8 

2332.1 

216.6 

224.9 

233.2 



u 

« 

2299.8 

280.9 

1479.4 

174.0 

tt 

H 

2553.4 

311.9 

2415.5 

241.6 



ii 

Vt 

2443.0 

296.1 

1530.4 

180.1 

u 

X 

2722.3 

330.0 

2498.8 

249.9 












































































CAMBRIA STEEL. 


217 


TYPICAL DETAILS OF PLATE GIRDERS, COLUMN 
BASES AND STEEL COLUMNS. 


AAA 




wo clo 


r> r\ r\a r \o a a n ^ a <-v r\ r\ r\ <-> 


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<&h 

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b* 



•d 


<[ 

) ( 

£! 



O 

o 

o 

o 

o 

lo ol 

o 

o 

6 

o 

o 

o 

o 

0 

o 

6 

0 

o 


°rPr9rP , '~P^°r>Pr' 

9, 

rPr» c, rv° nPc 

Jp 

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o 



A 


u u u u ctt-t" 'jyvj" 1 u o ■ 





























































































































































































































































218 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 

Based on Gordon’s Formula, P = —• Safety factor 4. 

i + U?l y_ 

36 000 r 2 


Depth of 
Beam 
and 
Section 
Number. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Least 

Radius 

of 

Gyration. 

Length in Feet. 

Pounds. 

Sq. Ins. 

Inch. 

2 

3 

4 

5 

6 

7 

8 

Q// 

5.5 

1.63 

.53 

19 

18 

17 

15 

13 

12 

11 

O 

12 PC 

6.5 

1.91 

.52 

23 

21 

19 

17 

16 

14 

12 

u o 

7.5 

2.21 

.52 

26 

24 

22 

20 

18 

16 

14 


7.5 

2.21 

.59 

26 

25 

23 

21 

20 

18 

16 

4" 

8.5 

2.50 

.58 

30 

28 

26 

24 

22 

20 

18 

B 9 

9.5 

2.79 

.58 

33 

31 

29 

27 

24 

22 

20 


10.5 

3.09 

.57 

37 

35 

32 

29 

27 

24 

22 

PC" 

9.75 

2.87 

.65 

35 

33 

31 

29 

27 

24 

22 

o 

H1Q 

12.25 

3.60 

.63 

43 

41 

39 

36 

33 

30 

27 

J3 lO 

14.75 

4.34 

.63 

52 

50 

47 

43 

40 

36 

33 

C\n 

12.25 

3.61 

.72 

44 

42 

40 

38 

35 

33 

30 

D 

14.75 

4.34 

.69 

52 

51 

48 

45 

42 

39 

35 

D 1 / 

17.25 

5.07 

.68 

61 

59 

56 

52 

48 

44 

41 

rjrt 

15.0 

4.42 

.78 

54 

52 

50 

47 

45 

42 

39 

P pi 

17.5 

5.15 

.76 

63 

61 

58 

55 

52 

48 

45 


20.0 

5.88 

.74 

71 

69 

66 

62 

58 

54 

50 


18.00 

5.33 

.84 

65 

63 

61 

58 

55 

52 

49 • 

8" 

20.25 

5.96 

.82 

73 

71 

68 

65 

61 

58 

54 

B 25 

22.75 

6.69 

.81 

82 

79 

76 

72 

69 

65 

60 

• 

1) 

25.25 

7.43 

.80 

91 

88' 

84 

80 

76 

71 

66 


21.0 

6.31 

.90 

77 

76 

73 

70 

67 

63 

60 

9" 

25.0 

7.35 

.88 

90 

88 

85 

81 

78 

73 

69 

B 29 

30.0 

8.82 

.85 

108 

105 

101 

97 

92 

87 

81 


35.0 

10.29 

.84 

126 

122 

118 

112 

107 

101 

95 


25.0 

7.37 

.97 

91 

89 

86 

83 

80 

76 

73 

10" 

30.0 

8.82 

.93 

108 

106 

103 

99 

94 

90 

85 

B 33 

35.0 

10.29 

.91 

126 

123 

119 

115 

110 

104 

98 


40.0 

11.76 

.90 

144 

141 

136 

131 

125 

118 

112 

1 2" 

31.5 

9.26 

1.01 

114 

112 

109 

105 

102 

97 

93 

B 41 

35.0 

10.29 

.99 

127 

124 

121 

117 

112 

107 

102 

40.0 

11.76 

.96 

144 

142 

137 

133 

127 

121 

115 


40.0 

11.84 

1.08 

146 

144 

140 

136 

132 

127 

121 

12" 

45.0 

13.24 

1.06 

163 

160 

156 

152 

146 

141 

135 

B 105 

50.0 

14.71 

1.05 

181 

178 

174 

168 

163 

156 

149 


55.0 

16.18 

1.04 

199 

196 

191 

185 

178 

171 

163 


































CAMBRIA STEEL. 


219 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 


Based on Gordon’s Formula, 


50 000 
(12 L) 2 ’ 

' 36 000 r 2 


Safety factor 4. 


Length in Feet. 


Weight 

per 

Foot. 


9 


10 


11 12 


13 


14 


15 


16 


17 


9 

11 

13 

14 
16 
18 
19 


13 

14 
16 
17 


Pounds. 


5.5 

6.5 

7.5 

7.5 

8.5 

9.5 
10.5 


20 

25 

30 


18 

22 

27 


17 

20 

24 


9.75 

12.25 

14.75 


28 

32 

37 


25 

29 

34 


23 

27 

31 


21 

25 

28 


12.25 
14.75 

17.25 


36 

41 

46 


33 

38 

43 


31 

35 

39 


28 

32 

36 


26 

30 

33 


15.0 

17.5 

20.0 


46 

50 

56 

61 


43 

47 

52 

57 


40 

43 

48 

53 


37 

40 

45 

49 


34 

37 

41 

45 


31 

34 

38 

42 


18.00 

20.25 
22.75 

25.25 


56 

65 

76 

88 


53 

60 

71 

82 


49 

57 

66 

76 


46 

53 

61 

71 


43 

49 

57 

66 


40 

46 

53 

61 


37 

43 

49 

56 


21.0 

25.0 

30.0 

35.0 


Depth of 
Beam 
and 
Section 
Number. 


3" 
B 5 


4" 
B 9 


5" 
B 13 


B 17 


rjn 

B 21 


8 " 
B 25 


9" 

B 29 


68 

80 

92 

105 


65 

75 

87 

98 


61 

71 

81 

92 


57 

66 

76 

86 


54 

62 

71 

80 


50 

58 

66 

74 


47 

54 

62 

69 


44 

50 

57 

65 


25.0 

30.0 

35.0 

40.0 


88 

97 

109 


83 

91 

103 


78 

86 

96 


74 

81 

90 


69 

76 

85 


65 

72 

79 


61 

67 

74 


58 

63 

69 


54 

59 

65 


31.5 

35.0 

40.0 


116 

128 

142 

155 


110 

122 

135 

148 


105 

116 

128 

140 


99 

110 

121 

132 


94 

103 

114 

124 


88 

98 

108 

117 


83 

92 

101 

111 


79 

87 

96 

104 


75 

82 

90 

98 


40.0 

45.0 

50.0 

55.0 


10 " 
B 33 


12 " 
B 41 


12 " 
B 105 






























































220 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 


Based on Gordon’s Formula, P 


50 000 


1 + 


(12 L )2 
36 000 r 2 


Safety factor 4. 


Depth 

ofBeam 

Weight 

Area 

Least 

Radius 









per 

of 

of 



Length in Feet. 



and 

Foot. 

Section. 

Gyra¬ 

tion. 









Section 












Number. 

Pounds. 

Sq. Ins. 

Inches. 

2 

3 

4 

5 

6 

7 

8 

9 


42.0 

12.48 

1.08 

154 

151 

148 

144 

139 

133 

128 

122 

15" 

B 53 

45.0 

13.24 

1.07 

163 

160 

157 

152 

147 

142 

135 

129 

50.0 

14.71 

1.04 

181 

178 

174 

168 

162 

156 

149 

141 

55.0 

16.18 

1.03 

199 

196 

191 

185 

178 

171 

163 

155 


60.0 

17.65 

1.01 

217 

213 

207 

201 

194 

185 

177 

167 


60.0 

17.67 

1.21 

218 

215 

212 

207 

201 

195 

188 

181 

15" 

B 109 

65.0 

19.12 

1.20 

236 

233 

229 

223 

217 

211 

203 

195 

70.0 

20.59 

1.19 

254 

251 

246 

240 

234 

226 

218 

209 

75.0 

22.06 

1.18 

273 

269 

264 

258 

250 

242 

233 

224 


80.0 

23.53 

1.17 

291 

286 

281 

274 

266 

257 

248 

238 


80.0 

23.57 

1.32 

292 

289 

284 

279 

273 

265 

256 

249 

15" 

B 113 

85.0 

25.00 

1.32 

309 

306 

302 

295 

289 

281 

272 

264 

90.0 

26.47 

1.32 

328 

324 

319 

313 

306 

297 

288 

279 

95.0 

27.94 

1.31 

346 

342 

336 

330 

322 

314 

304 

293 


100.0 

29.41 

1.31 

364 

360 

354 

348 

339 

330 

320 

309 


55.0 

15.93 

1.15 

197 

194 

190 

185 

180 

173 

166 

160 

18" 

60.0 

17.65 

1.13 

218 

214 

210 

205 

198 

191 

184 

176 

B 65 

65.0 

19.12 

1.11 

236 

232 

227 

221 

214 

206 

198 

189 


70.0 

20.59 

1.09 

254 

250 

244 

237 

230 

221 

212 

202 

20" 

B 73 

65.0 

19.08 

1.21 

236 

233 

229 

223 

217 

210 

203 

196 

70.0 

20.59 

1.19 

254 

251 

246 

240 

234 

226 

218 

209 

75.0 

22.06 

\ 

1.17 

273 

268 

264 

257 

250 

241 

233 

223 


80.0 

23.73 

1.39 

294 

291 

287 

282 

276 

270 

261 

254 

20" 

B 121 

85.0 

25.00 

1.37 

309 

307 

302 

297 

290 

283 

275 

266 

90.0 

26.47 

1.36 

328 

325 

320 

314 

307 

300 

290 

282 

95.0 

27.94 

1.35 

346 

343 

337 

331 

324 

315 

307 

296 


100.0 

29.41 

1.34 

364 

361 

355 

349 

340 

332 

321 

312 


80.0 

23.32 

1.36 

289 

286 

282 

276 

271 

264 

256 

248 

24" 

B 89 

85.0 

25.00 

1.33 

309 

306 

302 

295 

289 

281 

273 

264 

90.0 

26.47 

1.31 

328 

324 

319 

313 

305 

297 

288 

278 

95.0 

27.94 

1.30 

346 

342 

336 

330 

322 

313 

303 

293 


100.0 

29.41 

1.28 

364 

360 

354 

347 

338 

328 

317 

307 

24" 

B 127 

105.0 

30.98 

1.60 

385 

382 

378 

373 

367 

360 

352 

344 

110.0 

32.48 

1.58 

403 

400 

396 

390 

384 

376 

368 

359 

115.0 

33.98 

1.57 

422 

419 

414 

408 

401 

393 

385 

375 







































CAMBRIA STEEL. 


221 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 


Based on Gordon’s Formula, P 


50 000 _ . ^ . 

- T ,„ • Safety factor 4. 

1 + (12L) - 

36 000 r 2 












Weight 

Depth 




Length 

in Feet. 




per 

ofBeam 











Foot. 

and 












Section. 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

Pounds. 

Number. 

116 

110 

105 

99 

93 

88 

83 

79 

74 


42.0 


123 

116 

110 

104 

98 

93 

87 

82 

78 


45.0 

1 

134 

127 

120 

113 

106 

101 

94 

89 

84 


50.0 

io 

p RQ 

147 

139 

131 

124 

116 

109 

103 

97 

91 


55.0 

a Do 

158 

150 

141 

132 

124 

117 

110 

104 

97 


60.0 


173 

166 

159 

152 

144 

137 

130 

124 

117 

111 

60.0 


187 

179 

171 

163 

154 

147 

140 

132 

126 

120 

65.0 

1 K" 

201 

192 

183 

174 

165 

157 

150 

142 

135 

127 

70.0 

IO 

p i nok 

214 

205 

195 

186 

176 

168 

158 

151 

142 

135 

75.0 


228 

217 

206 

197 

187 

178 

168 

160 

151 

143 

80.0 


239 

231 

221 

213 

203 

194 

186 

177 

169 

161 

80.0 


254 

245 

235 

226 

216 

206 

197 

188 

180 

171 

85.0 

1 

269 

259 

249 

239 

228 

218 

209 

199 

190 

181 

90.0 

IO 

P 1 io 

284 

272 

261 

251 

240 

228 

219 

208 

199 

190 

95.0 


299 

287 

275 

264 

252 

240 

230 

219 

210 

200 

100.0 


153 

145 

139 

132 

125 

119 

112 

106 

100 

95 

55.0 


168 

160 

152 

144 

137 

129 

122 

116 

110 

104 

60.0 

18" 

181 

172 

163 

154 

148 

138 

131 

123 

117 

110 

65.0 

B 65 

192 

183 

173 

164 

155 

146 

138 

130 

123 

116 

70.0 


187 

179 

171 

164 

155 

148 

141 

134 

126 

120 

65.0 

20" 

201 

192 

183 

174 

165 

157 

150 

142 

135 

127 

70.0 

B 73 

214 

204 

194 

185 

175 

167 

158 

150 

142 

135 

75.0 

246 

237 

229 

219 

211 

202 

194 

186 

177 

169 

80.0 


258 

249 

239 

230 

221 

212 

202 

194 

185 

176 

85.0 

20" 

271 

262 

253 

241 

232 

223 

213 

204 

195 

185 

90.0 

B 121 

286 

277 

265 

255 

244 

234 

223 

214 

205 

195 

95.0 

300 

290 

278 

267 

257 

245 

235 

223 

214 

203 

100.0 


239 

231 

223 

213 

205 

196 

187 

179 

172 

163 

80.0 


255 

245 

236 

226 

217 

207 

198 

189 

181 

172 

85.0 

24" 

269 

258 

247 

238 

227 

216 

207 

197 

189 

180 

90.0 

B 89 

282 

271 

261 

249 

239 

228 

218 

207 

198 

188 

95.0 

296 

284 

272 

260 

249 

238 

226 

215 

205 

196 

100.0 


335 

326 

316 

306 

296 

286 

277 

266 

257 

247 

105.0 

24" 

350 

340 

330 

319 

309 

298 

288 

278 

267 

257 

110.0 

B 127 

365 

355 

344 

333 

322 

311 

300 

289 

278 

268 

115.0 





































222 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS, SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 
(12 L)2' 

'36 000 r* 








Weight 

Area 

Least, 

Radius 





Size 


Size 

of 

Radius of 

Length 
in Feet. 


of 

Angles. 


of 

Plate. 

of 

Column. 

Column 

Section. 

Gyration 
Axis 1-1. 

Gyration. 
Axis 2-2. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x2 Ax A 

6 

x H 

23.1 

6.74 

1.24 

2.41 

84 

81 

77 

U 

U 

Tg 

U 

A 

28.8 

8.36 

1.27 

2.39 

103 

100 

96 

U 

u 

H 

u 

H 

34.1 

9.93 

1.30 

2.37 

123 

120 

114 

u 

u 

16 

a 


39.3 

11.51 

1.33 

2.35 

142 

139 

133 

a 

u 

'A 

a 

A 

44.2 

13.00 

1.36 

2.33 

161 

157 

151 

u 

u 

A 

u 

0 

16 

49.5 

14.50 

1.39 

2.31 

180 

.175 

169 

3A 

x2A 

xM 

7 

xA 

25.6 

7.51 

1.46 

2.88 

93 

91 

88 

u 

u 


a 

~ig 

31.8 

9.31 

1.49 

2.86 

115 

113 

109 

u 

u 


u 

3 A 

37.7 

11.07 

1.52 

2.84 

137 

135 

130 

u 

U 


u 

ig 

43.6 

12.78 

1.55 

2.82 

159 

156 

151 

a 

u 

Vi 

u 

A 

49.5 

14.50 

1.58 

2.80 

180 

177 

171 

u 

u 

Tg 

u 

& 

55.0 

16.18 

1.61 

2.78 

201 

197 

192 

u 

u 

b A 

u 

b A 

60.9 

17.82 

1.65 

2.76 

221 

218 

212 

u 

(( 

tt 

a 

Tg 

66.4 

19.41 

1.68 

2.74 

241 

237 

231 

u 

u 

% 

u 

H 

71.5 

21.01 

1.71 

2.72 

261 

257 

250 

4 

x 3 

x ^g 

8 

X Tg 

37.3 

10.86 

1.67 

3.25 


133 

129 

“ij 

U 

,H 

U 

Vs 

44.2 

12.92 

1.70 

3.23 


158 

154 

u 

u 

A 

u 

16 

51.1 

14.98 

1.73 

3.21 


183 

179 

u 

u 


u 

A 

58.0 

17.00 

1.76 

3.18 


208 

203 

u 

u 

9 

16 

u 

T6 

64.9 

18.98 

1.79 

3.16 


233 

227 

u 

u 


u 

Vs 

71.4 

20.92 

1.82 

3.14 


257 

251 

u 

a 

H 

u 

» 

77.9 

22.86 

1.85 

3.12 


281 

274 

u 

a 


u 

X 

84.4 

24.76 

1.89 

3.10 


304 

297 

u 

u 

13 

16 

u 

13. 

16 

90.5 

26.62 

1.92 

3.08 


327 

320 

a 

u 

24 

u 

Vs 

97.0 

28.44 

1.95 

3.06 


350 

343 

5 

x3A 

X -- 

A 16 

10 

X ^ 

45.4 

13.37 

2.08 

4.10 


165 

162 

« 

u 

H 

u 

Vs 

54.4 

15.95 

2.10 

4.08 


196 

193 

u 

u 

Tg 

a 

Tg 

62.9 

18.50 

2.13 

4.06 


228 

224 

u 

u 

'A 

a 

A 

71.4 

21.00 

2.16 

4.04 


259 

255 

u 

u 

Tg 

u 

\g 

79.9 

23.51 

2.19 

4.02 


290 

285 

u 

u 

A 

a 

Vs 

88.5 

25.93 

2.22 

4.00 


320 

315 

a 

u 


u 

tt 

96.6 

28.36 

2.25 

3.98 


350 

345 

u 

u 


u 

V 

104.7 

30.74 

2.29 

3.96 


380 

374 

u 

u 

13 

16 

u 

H 

112.8 

33.13 

2.32 

3.93 


409 

403 

u 

a 

A 

u 

% 

120.6 

35.43 

2.35 

3.91 


438 

432 


u 

15 

16 

u 

ii 

128.7 

37.74 

2.38 

3.89 


466 

460 

6 

x3^ 

x H 

12 

xH 

62.1 * 

18.18 

2.56 

5.01 


225 

222 


u 

ig 

u 

ig 

71.9 

21.13 

2.59 

4.99 


261 

258 



'A 

u 

A 

81.6 

24.00 

2.62 

4.9.7 


297 

294 



Tg 

u 

9 

16 

91.4 

26.87 

2.65 

4.95 


333 

329 



b A 

u 

6 /s 

101.1 

29.70 

2.68 

4.93 


368 

364 



H 

u 

+* 

110.5 

32.49 

2.71 

4.91 


402 

398 



V\ 

u 

H 

120.2 

35.24 

2.74 

4.88 


437 

432 



13 

16 

a 

13. 

16 

129.2 

37.99 

2.77 

4.86 


471 

466 



A 

u 

7 /^ 

138.5 

40.70 

2.80 

4.84 


505 

499 



« 

u 

« 

147.5 

43.37 

2.83 

4.82 


538 

532 



1 

u 

1 

156.4 

46.00 

2.86 

4.80 


571 

565 
















































































CAMBRIA STEEL. 


223 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 

CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

Based on Gordon’s Formula, P = 

Safety factor 4. 


50 000 


(12 L)* 
36 000 r 2 


14- 



Length in Feet. 


8 

10 

12 

14 

16 

18 

72 

67 

61 

56 

51 


90 

84 

77 

70 

64 


108 

100 

93 

85 

77 


125 

117 

108 

99 

91 


143 

134 

124 

114 

105 


160 

150 

140 

129 

119 


84 

79 

74 

69 

63 

58 

104 

99 

92 

86 

80 

73 

125 

118 

111 

103 

96 

89 

145 

137 

129 

121 

112 

104 

164 

156 

147 

138 

129 

119 

184 

175 

166 

155 

145 

135 

204 

194 

184 

173 

162 

151 

223 

213 

202 

190 

178 

166 

241 

231 

219 

207 

195 

182 

124 

119 

113 

106 

99 

93 

149 

142 

135 

127 

119 

112 

172 

165 

157 

148 

139 

131 

196 

188 

179 

170 

160 

150 

220 

211 

201 

191 

180 

169 

243 

234 

223 

212 

200 

188 

266 

256 

245 

233 

220 

208 

289 

278 

266 

254 

240 

227 

311 

300 

288 

274 

260 

246 

333 

322 

309 

295 

280 

265 

158 

153 

147 

141 

135 

128 

188 

183 

176 

169 

162 

154 

219 

212 

205 

197 

189 

180 

249 

242 

234 

225 

215 

206 

279 

271 

262 

252 

242 

231 

308 

300 

290 

280 

269 

257 

337 

329 

318 

307 

295 

282 

366 

357 

346 

334 

321 

308 

395 

385 

374 

361 

348 

333 

423 

413 

401 

388 

374 

359 

451 

441 

428 

414 

400 

384 

219 

214 

' 209 

203 

197 

190 

254 

249 

243 

236 

229 

221 

289 

283 

277 

269 

261 

252 

324 

318 

310 

302 

293 

283 

358 

352 

344 

335 

325 

314 

392 

385 

376 

367 

356 

345 

426 

418 

409 

399 

388 

376 

459 

451 

442 

431 

419 

406 

493 

484 

474 

462 

450 

437 

525 

516 

506 

494 

481 

467 

558 

548 

537 

525 

511 

497 


20 


54 

68 

82 

96 

111 

125 

140 

155 

170 

86 

104 

122 

140 

158 

177 

195 
213 
232 
250 

122 

146 

171 

196 
220 
245 
270 
294 
319 
343 
368 

183 

213 

243 

273 

303 

333 

363 

393 

423 

452 

481 


22 24 


80 

97 

114 
131 
148 
165 
183 
200 
218 
236 

115 

139 

162 

186 

209 

233 
257 
280 
304 
328 
352 

176 

205 

234 
263 
292 
321 
350 
379 
408 
437 
465 


26 I 28 30 


74 

90 

106 

122 

138 

155 

171 

188 

205 

222 

109 

131 

153 

176 

198 

221 

244 

267 

290 

313 

336 

168 

196 

225 

253 

281 

309 

337 
365 
393 
421 
449 


103 

124 

145 

166 

188 

210 

231 

253 

275 

297 

320 

161 

188 

215 

242 

269 

297 

324 

351 

378 

405 

432 


97 

117 

137 

157 

178 

198 

219 

240 

261 

283 
304 

154 

180 

206 

232 

258 

284 
311 
337 
363 
390 
416 


32 


34 


147 

172 

197 

222 

247 

272 

298 

323 

349 

374 

400 


140 

164 

188 

212 

236 

261 

285 

310 

334 

359 

384 


133 

156 

179 

202 

226 

249 

273 

296 

320 

344 

368 




















































































224 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

50 000 1 

u 

u 


Based on Gordon’s Formula, P =-- ■ - 1 

1 (12 L) 2 

Safety factor 4. 36 000 r 2 

r 

► 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.per Ft 

Sq. Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x2 VlxVx 

8 

x M 

24.8 

7.24 

1.19 

3.25 

90 

87 

82 

u 

u 

T* 

u 

16 

30.9 

8.98 

1.22 

3.23 

111 

108 

102 

u 

u 

A 

u 

H 

36.6 

10.68 

1.25 

3.21 

132 

128 

122 

u 

u 

ft 

u 

l 3 6 

42.3 

12.38 

1.28 

3.19 

153 

149 

142 

u 

a 

Vi 

a 


47.6 

14.00 

1.31 

3.17 

173 

169 

161 

« 

u 

16 

a 

-1? 

53.3 

15.62 

1.34 

3.15 

193 

188 

181 

3'Ax2 ItxX 

8 

x\i 

26.4 

7.76 

1.44 

3.31 

96 

94 

91 

u 

u 

5 

16 

u 

5 

16 

32.9 

9.62 

1.47 

3.28 

119 

117 

113 

u 

u 

3 /s 

u 

% 

39.0 

11.44 

1.50 

3.26 

142 

139 

134 

u 

u 

7 

16 

u 

IT 

45.1 

13.22 

1.53 

3.24 

164 

161 

156 

u 

u 

Yx 

u 


51.2 

15.00 

1.56 

3.22 

186 

183 

177 

u 

u 

i h 

u 

A 

56.9 

16.74 

1.59 

3.20 

208 

204 

198 

u 

u 

b /8 

u 

b /8 

63.0 

18.44 

1.62 

3.18 

229 

225 

218 

u 

u 


u 

H 

68.7 

20.10 

1.65 

3.16 

250 

246 

239 

u 

u 

H 

u 

H 

74.0 

21.76 

1.68 

3.14 

270 

266 

259 

4 

x 3 x 

5 

1 6 

10 

XY6 

39.4 

11.49 

1.62 

4.09 


140 

136 

u 

li 

3 /8 

u 

Vs 

46.8 

13.67 

1.65 

4.07 


167 

163 

u 


7 

16 


T6 

54.1 

15.86 

1.68 

4.04 


194 

189 

u 

u 

^2 

u 

l A 

61.4 

18.00 

1.71 

4.02 


220 

214 

u 

u 


u 

9 

16 

68.7 

20.11 

1.74 

4.00 


246 

240 

u 

u 

^8 

u 

b A 

75.7 

22.17 

1.77 

3.98 


272 

265 

u 

u 

H 

u 

U 

82.6 

24.24 

1.80 

3.96 


297 

290 



% 


H 

89.5 

26.26 

1.83 

3.94 


322 

315 

u 

u 

13 

16 

u 

13 

16 

96.0 

28.25 

1.86 

3.92 


347 

339 

u 


Vs 

u 

% 

103.0 

30.19 

1.90 

3.90 


371 

363 

5 

x 3 X A x 

5 

16 

12 

X — 

A 16 

47.6 

13.99 

2.03 

4.95 


172 

169 



H 

a 

^8 

56.9 

16.70 

2.06 

4.92 


206 

202 



l*g 

u 

; 16 

65.9 

19.37 

2.08 

4.90 


238 

234 



Yi 

u 

l A 

74.8 

22.00 

2.11 

4.88 


271 

266 



9 

16 


9 

16 

83.8 

24.63 

2.14 

4.86 


303 

298 



H 

u 

b A 

92.7 

27.18 

2.17 

4.84 


335 

330 



H 


H 

101.3 

29.73 

2.20 

4.82 


367 

361 



'% 


H 

109.8 

32.24 

2.23 

4.80 


398 

392 



1 3 
16 

u 

XI 

16 

118.4 

34.75 

2.26 

4.78- 


429 

422 



K 


A 

126.5 

37.18 

2.29 

4.76 


459 

452 



15. 

16 


XX 

16 

135.1 

39.61 

2.33 

4.74 


489 

482 

6 

x3 y 2 x 

/ 8 

14 

X% 

64.7 

18.93 

2.51 

5.85 


234 

231 



7 

16 


-16 

74.8 

22.01 

2.54 

5.83 


272 

269 



Vi 


A 

85.0 

25.00 

2.57 

5.81 


309 

306 



16 


9 

16 

95.2 

28.00 

2.59 

5.79 


347 

343 



Vs 


% 

105.3 

30.95 

2.62 

5.77 


383 

379 



IX 

16 


ft 

115.1 

33.87 

2.65 

5.74 


419 

415 



H 


% 

125.3 

36.74 

2.68 

5.72 


455 

450 



XX 

16 


ft 

134.7 

39.62 

2.71 

5.70 


491 

486 



Vi 


A 

144.5 

42.45 

2.74 

5.68 


526 

521 





ft 

153.8 

45.25 

2.77 

5.66 


561 

555 



i 


1 

163.2 

48.00 

2.81 

5.64 


595 

589 



















































































CAMBRIA STEEL 


225 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

Based on Gordon’s Formula, P = - 1 °?? ,„ • 

. ■ (12 L)2 

Safety factor 4. ^36 000 r 2 



Length in Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

77 

71 

H 

65 

58 

53 










96 

89 

81 

74 

67 










115 

106 

98 

89 

81 










134 

124 

114 

105 

95 










152 

142 

131 

120 

110 










171 

160 

148 

136 

124 










86 

81 

76 

70 

65 

60 

55 








107 

101 

95 

88 

81 

75 

69 








128 

121 

114 

106 

98 

91 

83 








149 

141 

133 

124 

115 

106 

98 








170 

161 

151 

142 

132 

122 

113 







190 

180 

170 

159 

149 

138 

128 








910 

200 

189 

177 

166 

154 

143 









219 

208 

195 

183 

170 

158 








249 

238 

226 

213 

200 

187 

174 








1^1 

125 

118 

111 

103 

96 

89 

83 

77 






1 

149 

141 

133 

124 

116 

108 

100 

93 






1»9 

174 

165 

155 

145 

136 

127 

118 

109 






9fl7 

198 

188 

177 

167 

156 

145 

135 

126 






9^9 

999 

211 

200 

188 

176 

164 

153 

143 







91fi 

234 

222 

209 

196 

184 

171 

160 






AOkj 

9Q1 

970 

9*7 

244 

230 

216 

203 

190 

177 







9QQ 

9K0 

266 

251 

237 

222 

208 

195 






OUD 

329 

317 

303 

288 

273 

257 

242 

227 

212 






352 

340 

325 

310 

294 

277 

261 

245 

230 






165 

159 

153 

147 

140 

133 

126 

119 

112 

105 

99 




197 

191 

184 

176 

168 

160 

151 

143 

135 

127 

120 




229 

222 

214 

205 

196 

186 

177 

167 

158 

149 

141 




260 

252 

244 

234 

224 

213 

202 

192 

181 

171 

162 




291 

283 

273 

263 

251 

240 

228 

216 

205 

194 

183 




322 

313 

303 

291 

279 

267 

254 

241 

228 

216 

204 




353 

343 

332 

320 

307 

293 

279 

266 

252 

239 

226 




383 

373 

361 

348 

334 

320 

305 

290 

276 

261 

247 




413 

403 

390 

376 

362 

346 

331 

315 

299 

284 

269 




443 

432 

419 

405 

389 

373 

357 

340 

323 

307 

291 




473 

461 

447 

432 

416 

399 

382 

365 

347 

330 

313 




228 

223 

217 

211 

204 

196 

189 

181 

173 

166 

158 

151 

143 

136 

264 

259 

252 

245 

237 

229 

220 

211 

202 

194 

185 

176 

168 

160 

301 

295 

287 

279 

270 

261 

251 

241 

231 

221 

212 

202 

193 

184 

337 

330 

322 

313 

304 

293 

283 

272 

261 

250 

239 

228 

217 

207 

373 

366 

357 

347 

337 

325 

314 

302 

290 

278 

266 

254 

242 

231 

408 

400 

391 

381 

369 

357 

345 

332 

319 

306 

293 

280 

268 

255 

444 

435 

425 

414 

402 

389 

376 

362 

348 

334 

320 

306 

293 

280 

478 

470 

459 

447 

435 

421 

407 

392 

377 

362 

347 

333 

318 

304 

513 

504 

493 

480 

467 

453 

438 

422 

406 

390 

375 

359 

344 

329 

547 

538 

526 

513 

499 

484 

468 

452 

435 

419 

402 

385 

369 

353 

581 

571 

559 

546 

531 

515 

499 

482 

464 

447 

429 

412 

395 

378 

















































































226 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 
(12 L)« ' 

' 36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

2 

4 

1 6 

3 

x2J4 

x % 

10 

x M 

26.5 

7.74 

1.16 

4.07 

96 

92 

87 

u 

u 

re 

u 

\Z 

33.0 

9.61 

1.18 

4.05 

119 

115 

109 

u 

u 

% 

u 

V* 

39.2 

11.43 

1.21 

4.03 

141 

137 

130 

a 

u 

T5 

u 

re 

45.3 

13.26 

1.24 

4.01 

164 

159 

151 

a 

u 

Vl 

u 

Vi 

51.0 

15.00 

1.27 

3.99 

186 

180 

172 

a 

a 

re 

u 

re 

57.1 

16.75 

1.30 

3.96 

207 

.202 

193 

SH 

x2J4 

x}4 

10 

xM 

28.1 

8.26 

1.39 

4.13 

102 

100 

96 

u 

u 

re 

u 

re 

35.0 

10.25 

1.42 

4.11 

127 

124 

119 

a 

u 

3 /s 

U 

Vs 

41.6 

12.19 

1.45 

4.09 

151 

148 

143 

u 

« 

T6 

u 

re 

48.1 

14.10 

1.48 

4.07 

175 

171 

165 

u 

a 


u 

Vi 

54.6 

16.00 

1.51 

4.05 

199 

195 

188 

u 

u 

ft 

u 

re 

60.7 

17.87 

1.54 

4.03 

222 

217 

210 

u 

u 

b A 

a 

5 /^ 

67.3 

19.69 

1.57 

4.01 

245 

240 

232 

u 

u 

ft 

u 

ft 

73.4 

21.48 

1.60 

3.99 

267 

262 

254 

u 

u 

% 

u 

Z A 

79.1 

23.26 

1.63 

3.97 

289 

284 

276 

4 

x 3 

xA 

12 

X 're 

41.6 

12.11 

1.58 

4.91 


148 

143 

u 

u 

3 /s 

u 

Vs 

49.3 

14.42 

1.61 

4.89 


176 

171 

u 


lV 

u 

re 

57.1 

16.73 

1.64 

4.87 


204 

198 



Vi 

u 

Vi 

64.8 

19.00 

1.66 

4.85 


232 

226 

u 

u 

ih 

u 

re 

72.6 

21.23 

1.69 

4.83 


260 

253 

u 


% 

u 

5 /^ 

79.9 

23.42 

1.72 

4.81 


287 

279 



H 

u 

ft 

87.3 

25.61 

1.75 

4.79 


314 

306 



% 

u 

V\ 

94.6 

27.76 

1.78 

4.77 


340 

332 



H 

u 

ft 

101.6 

29.87 

1.81 

4.74 


366 

358 



Vs 

u 

v* 

108.9 

31.94 

1.84 

4.72 


392 

383 

5 

x3^ 

V 5 

14 

Y --- 

49.7 

14.62 

1.98 

5.77 


180 

176 

a 

u 

Vs 

u 

H 

59.5 

17.45 

2.01 

5.75 


215 

211 



A 

u 

re 

68.8 

20.25 

2.04 

5.73 


249 

245 



Vi 

u 

Vi 

78.2 

23.00 

2.07 

5.71 


283 

278 



■re 

u 

re 

87.6 

25.76 

2.09 

5.69 


317 

312 



% 

u 

% 

96.9 

28.43 

2.12 

5.67 


351 

345 



R 

V\ 

a 

ft. 

105.9 

31.11 

2.15 

5.64 


384 

377 



a 


114.9 

33.74 

2.18 

5.62 


416 

410 



1 3 

16 


ft 

123.9 

36.38 

2.21 

5.60 


449 

442 



% 

u 

A 

132.5 

38.93 

2.24 

5.58 


481 

473 



it 

u 

ft 

141.4 

41.49 

2.27 

5.56 


512 

505 

6 

xS'A: 


16 

X^ 

67.2 

19.68 

2.46 

6.68 


244 

240 



re 


re 

77.8 

22.88 

2.49 

6.66 


283 

279 



Yi 



88.4 

26.00 

2.52 

6.64 


322 

318 



re 


A 

99.0 

29.12 

2.54 

6.61 


360 

356 



% 


b /s 

109.6 

32.20 

2.57 

6.59 


399 

394 



ft 


ft 

119.8 

35.24 

2.60 

6.57 


436 

431 





H 

130.4 

38.24 

2.63 

6.55 


474 

468 



ft 


ft 

140.2 

41.24 

2.66 

6.53 


511 

505 



% 


^8 

150.4 

44.20 

2.69 

6.51 


548 

542 



ft 


15 

16 

160.2 

47.12 

2.72 

6.48 


584 

578 



1 


1 

170.0 

50.00 

2.75 

6.46 


620 

613 





















































































CAMBRIA STEEL. 


227 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L)* 
36 000 r 2 



Length in Feet. 


8 

10 

12 1 

14 1 

16 

81 

75 

68 

61 

55 

102 

93 

85 

77 

69 

122 

112 

103 

93 

84 

142 

131 

120 

109 

99 

162 

150 

138 

126 

114 

182 

169 

156 

143 

130 

91 

86 

80 

73 

68 

114 

107 

100 

92 

85 

136 

128 

120 

111 

102 

158 

149 

140 

130 

120 

180 

170 

160 

149 

138 

201 

191 

179 

168 

156 

223 

212 

199 

187 

174 

244 

232 

219 

205 

192 

265 

253 

239 

224 

210 

137 

131 

123 

115 

107 

164 

156 

148 

139 

129 

191 

182 

172 

162 

151 

217 

208 

197 

185 

173 

244 

233 

221 

208 

196 

270 

258 

245 

232 

218 

296 

283 

270 

255 

240 

321 

308 

294 

278 

262 

346 

333 

318 

301 

285 

371 

357 

341 

324 

307 

171 

166 

159 

152 

145 

205 

198 

191 

183 

174 

238 

231 

222 

213 

203 

271 

263 

253 

243 

232 

304 

295 

284 

273 

261 

336 

327 

315 

303 

290 

369 

358 

346 

333 

319 

400 

389 

376 

362 

347 

432 

420 

407 

392 

376 

463 

451 

437 

421 

404 

494 

481 

467 

450 

433 

236 

231 

225 

218 

211 

274 

268 

261 

254 

245 

312 

306 

298 

289 

280 

350 

343 

334 

325 

314 

387 

379 

370 

360 

348 

424 

416 

406 

395 

382 

461 

452 

441 

429 

416 

497 

488 

477 

464 

450 

533 

523 

512 

498 

484 

569 

559 

546 

532 

517 

605 

594 

581 

566 

550 


18 

20 

22 

24 | 26 | 28 

30 

32 

34 























































62 

78 

94 

111 

127 

144 

161 

178 

195 

100 

120 

141 

162 

183 

204 

225 

246 

268 

289 

137 

165 

193 

221 

248 

276 

304 

332 

359 

387 

415 

203 

236 

270 

303 

336 

370 

403 

436 

468 

501 

534 

57 

71 

86 

102 

117 

133 

149 

165 

181 

92 

112 

131 

151 

170 

190 

210 

231 

251 

272 

130 

156 

183 

209 

236 

262 

289 

316 

343 

369 

396 

195 

227 

259 

292 

324 

356 

388 

420 

452 

484 

516 
































































85 

103 

121 

140 

158 

177 

196 

216 

235 

254 

122 

147 

173 

198 

223 

249 

274 

300 

326 

351 

377 

187 

218 

249 

280 

311 

342 

374 

405 

436 

467 

498 

79 

95 

112 

130 

147 

165 

183 

201 

220 

238 

115 

139 

163 

187 

211 

235 

260 

284 

309 

334 

359 

178 

208 

238 

268 

398 

329 

359 

389 

419 

449 

479 



















































108 

131 

153 

176 

199 

222 

246 

269 

293 

317 

340 

170 

199 

228 

257 

286 

315 

344 

373 

402 

431 

460 

102 

123 

144 

166 

188 

210 

232 

254 

277 

300 
323 

162 

190 

217 

245 

273 

301 
329 
357 
385 
414 
442 


































154 

181 

207 

234 

261 

287 

314 

342 

369 

396 

423 

147 

172 

197 

223 

249 

274 

300 

326 

353 

379 

405 

140 

164 

188 

212 

237 

262 

287 

312 

337 

362 

388 














































































































228 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L) 2 
36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x 2 X A * 

M 

12 

XM 

28.2 

8.24 

1.12 

4.87 

102 

98 

92 

« 

u 

A 

u 

5 

16 

35.2 

10.23 

1.15 

4.85 

126 

122 

115 

u 

u 

H 

u 

H 

41.7 

12.18 

1.17 

4.83 

151 

146 

138 

a 

a 

TS 

u 

7 

16 

48.3 

14.13 

1.20 

4.81 

174 

169 

160 

u 

u 

x A 

u 


54.4 

16.00 

1.23 

4.78 

198 

192 

183 

u 

u 

re 

u 

re 

61.0 

17.87 

1.26 

4.76 

221 

• 215 

205 

3'A 

x 2 X A x 

H 

12 

xy 

29.8 

8.76 

1.35 

4.94 

108 

106 

101 

u 

« 

it 

u 

5 

16 

37.2 

10.87 

1.38 

4.92 

135 

131 

126 

u 

a 

H 

u 

Vs 

44.1 

12.94 

1.41 

4.90 

160 

157 

151 

u 

a 

TS 

u 

'le 

51.1 

14.97 

1.43 

4.88 

186 

182 

175 

a 

u 

Yl 

u 

y 2 

58.0 

17.00 

1.46 

4.85 

211 

206 

199 

u 

u 

-h 

u 

9 

16 

64.6 

18.99 

1.49 

4.83 

236 

231 

223 

u 

u 

% 

u 

5 A 

71.5 

20.94 

1.52 

4.81 

260 

255 

246 

u 

a 

H 

u 


78.1 

22.85 

1.55 

4.79 

284 

278 

270 

a 

u 

H 

u 

y 

84.2 

24.76 

1.58 

4.77 

307 

302 

292 

4 

x 3 x 

TS 

14 

xA 

43.7 

12.74 

1.54 

5.72 


155 

150 

u 

U 

Vh 

u 

% 

51.9 

15.17 

1.57 

5.70 


185 

179 

a 

U 

tV 

a 

re 

60.0 

17.61 

1.60 

5.68 


215 

208 


u 


u 

y 2 

68.2 

20.00 

1.62 

5.66 


244 

237 

u 

a 

TS 

u 

9 

16 

76.4 

22.36 

1.65 

5.63 


273 

265 

u 

u 

y* 

u 

% 

84.1 

24.67 

1.68 

5.61 


302 

294 

u 

u 

fs 

u 

11 

16 

91.9 

26.99 

1.71 

5.59 


330 

322 

u 

u 

y 

u 

3 4 

99.7 

29.26 

1.74 

5.57 


358 

349 

u 

u 

« 

u 

1A 

16 

107.1 

31.50 

1.77 

* 5.55 


386 

376 



Vs 

u 

% 

114.9 

33.69 

1.80 

5.53 


413 

403 

5 

X Q x /2 X 

A 

16 

X 3^ 

51.8 

15.24 

1.94 

6.59 


187 

183 


u 

3 /s 

u 

H 

62.0 

18.20 

1.97 

6.57 


224 

219 



A 

u 


71.8 

21.12 

2.00 

6.54 


260 

255 

a 

u 

Vi 

u 

y. 

81.6 

24.00 

2.02 

6.52 


295 

290 



■re 

u 

re 

91.4 

26.88 

2.05 

6.50 


331 

325 



y 

u 

% 

101.2 

29.68 

2.08 

6.48 


366 

359 



re 

u 

H 

110.6 

32.48 

2.11 

6.46 


400 

393 



H 

u 

y 

120.0 

35.24 

2.14 

6.44 


435 

427 



1A 

16 

u 

13 

16 

129.4 

38.00 

2.17 

6.41 


468 

461 



Vs 

a 

% 

138.4 

40.68 

2.19 

6.39 


502 

494 



re 

u 

15. 

16 

147.8 

43.36 

2.22 

6.37 


535 

527 

6 

x3 y 2 x 

*A 

18 

x^ 

69.8 

20.43 

2.42 

7.49 


253 

249 



re 

u 

7 

16 

80.8 

23.76 

2.44 

7.47 


294 

290 



y-i 

u 

y 

91.8 

27.00 

2.47 

7.45 


334 

330 



re 

u 

TS 

102.8 

30.25 

2.50 

7.42 


374 

369 



y 8 

u 

H 

113.9 

33.45 

2.52 

7.40 


414 

409 



H 

u 

re 

124.5 

36.62 

2.55 

7.38 


453 

448 



y 

u 

3 /i 

135.5 

39.74 

2.58 

7.36 


492 

486 



re 

u 

.13 

16 

145.7 

42.87 

2.61 

7.34 


531 

525 



y% 

u 

% 

156.4 

45.95 

2.64 

7.32 


569 

563 



H 

u 

il 

166.6 

49.00 

2.67 

7.29 


607 

600 



1 1 

u 

1 

176.8 

52.00 

2.70 

7.27 


644 

637 















































































CAMBRIA STEEL. 


229 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 

CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

_ . ^ . , „ , _ 50 000 1- 

Based on Gordon s Formula, P = 


Safety factor 4. 


1 + 


(12 L) 2 
36 000 r 2 



L 

r^ 



r 




Length in Feet. 


8 

10 1 

12 1 

14 1 

16 1 

18 1 

86 

78 

71 

63 

57 


107 

98 

89 

80 

72 


128 

118 

107 

97 

87 


150 

138 

126 

114 

103 


171 

100 

158 

145 

131 

119 

- 4 

178 

164 

149 

135 


96 

90 

83 

77 

70 

64 

120 

112 

104 

96 

88 

81 

143 

135 

125 

116 

107 

98 

167 

157 

146 

136 

125 

115 

190 

179 

167 

156 

144 

132 

213 

201 

188 

175 

162 

150 

236 

223 

210 

195 

181 

168 

258 

245 

230 

215 

200 

186 

281 

267 

251 

235 

219 

204 

144 

136 

128 

120 

111 

103 

172 

163 

154 

144 

134 

124 

200 

190 

180 

168 

157 

146 

228 

217 

205 

193 

180 

168 

255 

244 

231 

217 

203 

189 

283 

270 

256 

241 

226 

211 

310 

297 

282 

266 

250 

234 

337 

323 

307 

290 

273 

256 

364 

349 

332 

315 

296 

278 

390 

375 

357 

339 

320 

301 

178 

172 

165 

158 

150 

142 

213 

206 

198 

189 

180 

170 

248 

240 

231 

220 

210 

199 

282 

273 

263 

252 

240 

228 

316 

307 

295 

283 

270 

257 

350 

340 

327 

314 

300 

288 

384 

372 

359 

345 

330 

314 

417 

405 

391 

376 

360 

343 

450 

437 

423 

407 

390 

372 

483 

470 

454 

437 

419 

401 

515 

501 

485 

468 

449 

430 

245 

239 

233 

225 

217 

209 

285 

278 

271 

262 

253 

244 

324 

317 

308 

299 

289 

278 

363 

355 

346 

336 

325 

313 

402 

393 

383 

372 

360 

347 

440 

431 

420 

408 

395 

382 

478 

469 

457 

445 

431 

416 

516 

506 

494 

480 

466 

450 

554 

543 

530 

516 

501 

484 

591 

580 

567 

552 

I 535 

518 

628 

616 

602 

587 

! 570 

552 


20 22 24 26 28 


58 

74 

89 

105 

122 

138 

155 
171 
188 

95 

115 

135 

156 
176 
197 
218 
239 
260 
282 

134 

161 

188 

216 

243 

271 

298 

326 

354 

382 

410 

201 

234 

267 

301 

334 

367 

401 

434 

467 

500 

533 


88 

106 

125 
144 
163 
183 

203 

223 
243 
263 

126 
152 
178 

204 
230 
256 
283 
309 
336 
363 
390 

192 

224 
256 
288 
321 
353 
385 
417 
449 
481 
513 


81 

98 

116 

133 

151 

170 

188 

207 

226 

246 

118 

143 

167 

192 

217 

242 

267 

293 

318 

344 

370 

183 

214 

245 

276 

307 

338 

369 

400 

431 

463 

494 


30 


32 


34 


111 

134 

157 

181 

204 

228 

252 

277 

301 

326 

350 

175 

204 

234 

264 

293 

323 

353 

383 

414 

444 

474 


104 

126 

148 

170 

192 

215 

238 

261 

284 

308 
332 

166 

194 

223 

251 

280 

309 
338 
367 
396 
425 
454 


158 

185 

212 

240 

267 

295 

323 

350 

378 

407 

435 


150 

176 

202 

228 

254 

281 

308 

334 

362 

389 

416 


143 

167 

192 

217 

242 

268 

293 

319 

345 

371 

397 









































































































230 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. 

SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

L 

J 


Based on Gordon’s Formula, P =-• 

. (12 L,) i 

r 

1 


Safety factor 4. 36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius 

of 

Gyration 
Axis 2-2. 

Length in Feet. 

Inches. 

Inehes. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

6 

8 

10 

7 

x3 y 2 x& 

14 x A 

80.8 

23.73 

3.05 

5.92 

292 

289 

285 

i i 

“ H 

< i 

h 

91.8 

27.00 

3.08 

5.90 

332 

329 

324 

it 

“ rs 

11 

TS 

103.2 

30.24 

3.11 

5.87 

372 

368 

363 

it 

“ % 

i l 

54 

113.7 

33.43 

3.13 

5.85 

412 

407 

402 

it 

. “ ft 

i i 

ft 

124.7 

36.63 

3.17 

5.83 

451 

446 

440 

it 

“ H 

i t 

54 

135.3 

39.74 

3.20 

5.81 

490 

485 

478 

i i 

a il 

16 

i i 

ft 

145.9 

42.86 

3.23 

5.79 

528 

523 

516 

a 

“ Vs 

i i 

34 

156.5 

45.93 

3.26 

5.76 

567 

561 

553 

a 

“ H 

t i 

ft 

166.6 

49.01 

3.29 

5.74 

604 

598 

591 

a 

“ 1 

a 

1 

176.8 

52.00 

3.32 

5.72 

642 

635 

627 

7 

x 3H X 

16 x 

ft 

83.8 

24.60 

3.00 

6.75 

303 

299 

294 

i i 

“ H 

i i 

34 

95.2 

28.00 

3.02 

6.73 

345 

340 

335 

i i 

i i 9 

T5" 

i i 

~16 

107.0 

31.36 

3.06 

6.71 

386 

382 

376 

i i 

“ 54 

i i 

54 

118.0 

34.68 

3.08 

6.69 

427 

422 

416 

i i 

“ ft 

i i 

ft 

129.4 

38.00 

3.11 

6.67 

468 

463 

456 

i i 

“ H 

l i 

34 

140.4 

41.24 

3.14 

6.64 

508 

503 

496 

i t 

ft 

ii 

ft 

151.4 

44.48 

3.17 

6.62 

548 

542 

535 


“ Vs 

i t 

34 

162.4 

47.68 

3.20 

6.60 

588 

582 

574 

i i 

“ ft 

i i 

ft 

173.0 

50.88 

3.23 

6.58 

627 

621 

612 


“ 1 

i i 

1 

183.6 

54.00 

3.26 

6.56 

666 

659 

651 

7 

x3^xA 

18 x ^ 

86.8 

25.48 

2.94 

7.58 

313 

309 

305 

ii 

“ 34 

i i 

34 

98.6 

29.00 

2.97 

7.55 

357 

352 

347 

it 

“ fg 

i i 

TS 

110.8 

32.49 

3.00 

7.53 

400 

395 

389 

a 

V 54 

i t 

54 

122.3 

35.93 

3.02 

7.51 

442 

437 

430 

t i 

“ ft 

i i 

ft 

134.1 

39.38 

3.06 

7.49 

485 

479 

472 

i t 

“ 54 

11 

54 

145.5 

42.74 

3.08 

7.47 

526 

520 

513 

i t 

“ ft 

i i 

ft 

156.9 

46.11 

3.11 

7.44 

568 

562 

554 

11 

“ 34 

i t 

34 

168.4 

49.43 

3.14 

7.42 

609 

602 

594 

i i 

“ ft 

t i 

ft 

179.4 

52.76 

3.17 

7.40 

650 

643 

634 

i i 

“ 1 

i i 

1 

190.4 

56.00 

3.20 

7.38 

690 

683 

674 

7 

x 3J4 x ^ 

20 x * 

89.8 

26.35 

2.89 

8.39 

324 

320 

314 

11 

;; 34 

11 

34 

102.0 

30.00 

2.92 

8.37 

369 

364 

358 


“ A 

it 

16 

114.7 

33.61 

2.95 

8.34 

413 

408 

402 


“ 54 

i i 

54 

126.5 

37.18 

2.97 

8.32 

457 

452 

445 


ft 


ft 

138.7 

40.75 

3.00 

8.30 

501 

495 

488 


“ 54 


54 

150.6 

44.24 

3.03 

8.28 

545 

538 

530 


“ ft 


ft 

162.5 

47.73 

3.06 

8.25 

588 

581 

572 


“ 34 

i i 

34 

174.3 

51.18 

3.09 

8.23 

630 

623 

614 


;; « 


ft 

185.8 

54.63 

3.12 

8.21 

673 

665 

656 


“ i 


1 

197.2 

58.00 

3.15 

8.19 

715 

707 

697 






























































CAMBRIA STEEL. 


231 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. 

SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P = 
Safety factor 4. 


1-f 


50 000 
(12 L )2 
36 000 r 2 



Length in Feet. 


12 

14 

16 

18 

SO 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

279 

274 

267 

260 

253 

246 

238 

230 

222 

214 

206 

198 

191 

183 

176 

318 

312 

305 

297 

289 

280 

271 

263 

254 

245 

236 

227 

218 

210 

201 

357 

350 

342 

333 

324 

315 

305 

295 

286 

276 

266 

256 

246 

237 

228 

395 

387 

379 

369 

359 

349 

339 

328 

317 

306 

295 

284 

274 

263 

253 

433 

424 

415 

405 

395 

384 

372 

360 

349 

337 

325 

313 

302 

290 

279 

470 

462 

452 

441 

430 

418 

406 

393 

380 

368 

355 

342 

330 

318 

306 

508 

498 

488 

477 

465 

452 

439 

425 

412 

398 

385 

371 

358 

345 

332 

545 

535 

524 

512 

499 

486 

472 

458 

443 

429 

415 

400 

386 

372 

358 

581 

571 

559 

547 

534 

520 

505 

490 

475 

460 

444 

429 

414 

399 

385 

618 

607 

595 

582 

568 

553 

538 

522 

506 

490 

474 

458 

442 

427 

412 

289 

283 

276 

269 

261 

253 

245 

236 

228 

220 

211 

203 

195 

187 

180 

329 

322 

315 

307 

298 

289 

280 

270 

261 

251 

242 

232 

223 

214 

206 

369 

362 

353 

344 

335 

325 

314 

304 

293 

283 

272 

262 

252 

242 

233 

409 

400 

391 

381 

371 

360 

349 

337 

326 

314 

303 

291 

280 

269 

259 

448 

439 

429 

419 

407 

396 

383 

371 

359 

346 

334 

321 

309 

297 

286 

487 

478 

467 

456 

444 

431 

418 

405 

391 

378 

364 

351 

338 

325 

313 

526 

516 

505 

493 

480 

466 

452 

438 

424 

409 

395 

381 

367 

353 

340 

564 

554 

542 

529 

516 

501 

487 

472 

456 

441 

426 

411 

396 

381 

367 

603 

591 

579 

566 

551 

536 

521 

505 

489 

473 

457 

441 

425 

409 

394 

640 

629 

616 

602 

587 

571 

555 

538 

521 

504 

487 

471 

454 

437 

421 

299 

292 

285 

277 

269 

260 

252 

243 

234 

255 

216 

208 

199 

191 


340 

333 

325 

316 

307 

297 

287 

277 

267 

257 

248 

238 

228 

219 


382 

374 

365 

355 

345 

334 

.323 

312 

301 

290 

279 

268 

258 

247 


423 

414 

404 

393 

382 

371 

359 

347 

335 

322 

310 

298 

287 

275 


463 

454 

443 

432 

420 

407 

395 

382 

368 

355 

342 

329 

316 

304 


504 

494 

483 

470 

457 

444 

430 

416 

402 

388 

374 

360 

346 

333 


544 

533 

521 

508 

495 

481 

466 

451 

436 

420 

405 

390 

376 

361 


584 

573 

560 

546 

532 

517 

501 

485 

469 

453 

437 

421 

405 

390 


624 

612 

598 

584 

569 

553 

536 

520 

503 

486 

469 

452 

435 

419 


663 

650 

636 

622 

606 

589 

572 

554 

536 

518 

500 

433 

465 

448 


308 

301 

294 

285 

277 

268 

25S 

249 

240 

230 

221 

212 

204 

195 


351 

343 

335 

326 

316 

306 

295 

285 

274 

264 

253 

243 

233 

224 


394 

385 

376 

366 

355 

344 

332 

321 

309 

297 

286 

274 

263 

253 


436 

427 

417 

405 

394 

381 

369 

356 

343 

330 

318 

305 

293 

281 


479 

468 

457 

445 

432 

419 

406 

392 

378 

364 

350 

337 

323 

310 


521 

510 

498 

485 

471 

457 

442 

427 

412 

397 

383 

368 

354 

340 


562 

551 

538 

524 

510 

495 

479 

463 

447 

431 

415 

400 

384 

369 


603 

591 

578 

563 

548 

532 

515 

499 

482 

465 

448 

431 

415 

399 


644 

632 

618 

602 

586 

569 

552 

534 

516 

498 

480 

463 

445 

428 


685 

672 

657 

641 

624 

607 

588 

570 

551 

532 

513 

494 

476 

458 




















































232 


CAMBKIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION 

AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L) 2 
36 000 r 2 









Area 

Least 

Radius of 





Size 


Size 

Weight 

of 

Radius of 

Length 
in Feet. 


of 

Angles. 


of 

Plate. 

of 

Column. 

Column 

Section. 

Gyration 
Axis 1-1. 

Gyration 
Axis 2-2. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches 

Inches. 

4 

6 

8 

3 

x 2Ax 

6 

xM 

23.1 

6.74 

1.24 

2.41 

83 

82 

81 

U 

a 

A 

u 

5 

16 

28.8 

8.36 

1.27 

2.39 

103 

102 

100 

a 

u 

H 

u 

Vs 

34.1 

9.93 

1.30 

2.37 

123 

121 

119 

u 

u 

7 

T6 

u 

7 

16 

39.3 

11.51 

1.33 

2.35 

142 

140 

137 

u 

a 

Vi 

a 

3^ 

44.2 

13.00 

1.36 

2.33 

161 

158 

155 

u 

a 

A 

u 

9 

16 

49.5 

14.50 

1.39 

2.31 

179 

176 

173 

33^x2^ 

x M 

7 x'A 

25.6 

7.51 

1.46 

2.88 

93 

92 

91 

« 

u 

T6 

u 

S 

16 

31.8 

9.31 

1.49 

2.86 

115 

114 

113 

u 

u 

Vs 

u 

% 

37.7 

11.07 

1.52 

2.84 

137 

136 

134 

u 

u 

T6 

u 

A 

43.6 

12.78 

1.55 

2.82 

159 

157 

155 

a 

u 

X A 

u 


49.5 

14.50 

1.58 

2.80 

180 

178 

176 

u 

u 

A 

u 

A 

55.0 

16.18 

1.61 

2.78 

200 

198 

196 

a 

u 

V* 

u 

V* 

60.9 

17.82 

1.65 

2.76 

221 

219 

216 

u 

u 

H 

u 

H 

66.4 

19.41 

1.68 

2.74 

241 

238 

235 

u 

u 

H 

u 

% 

71.5 

21.01 

1.71 

2.72 

260 

257 

254 

4 

x 3 

X 16 

Vs 

A 

v% 

Te 

8 

xA 

H 

7 

16 

3^ 

9 

37.3 

10.86 

1.67 

3.25 


134 

133 

U 

u 

u 

44.2 

12.92 

1.70 

3.23 


160 

158 

a 

u 

u 

51.1 

14.98 

1.73 

3.21 


185 

183 

u 

a 

u 

58.0 

17.00 

1.76 

3.18 


210 

207 

u 

u 

u 

64.9 

18.98 

1.79 

3.16 


234 

231 

u 

u 

5 /s 

u 

% 

71.4 

20.92 

1.82 

3.14 


258 

255 

u 

u 

tt 

H 

H 

u 

n 

77.9 

22.86 

1.85 

3.12 


282 

278 


a 

u 

84.4 

24.76 

1.89 

3.10 


305 

301 

« 

a 

u 

13 

16 

Vs 

x A 
H 

7 

90.5 

26.62 

1.92 

3.08 


328 

324 

u 

u 

Vs 
x A 

u 

97.0 

28.44 

1.95 

3.06 


350 

346 

5 

x 3}4 

10 

45.4 

13.37 

2.08 

4.10 


166 

165 

a 

u 

Vs 

u 

54.4 

15.95 

2.10 

4.08 


198 

196 

u 

u 

Tg 

a 

62.9 

18.50 

2.13 

4.06 


229 

228 

u 

a 

H 

u 

A 

71.4 

21.00 

2.16 

4.04 


260 

258 

u 

a 

A 

u 

A 

79.9 

23.51 

2.19 

4.02 


291 

289 

*'« 

u 

5 A 

a 

% 

88.5 

25.93 

2.22 

4.00 


321 

319 

u 

u 

H 

u 

11 

96.6 

28.36 

2.25 

3.98 


351 

349 

u 

u 

H 

u 


104.7 

30.74 

2.29 

3.96 


381 

378 


u 

a 

u 

13 

112.8 

33.13 

2.32 

3.93 


410 

407 

a 

u 

Vs 

ft 

u 

Vs 

120.6 

35.43 

2.35 

3.91 


439 

436 

u 

u 

u 

1 5 

128.7 

37.74 

2.38 

3.89 


467 

464 

6 

x3 H 

X H 

12 

x y% 

62.1 

18.18 

2.56 

5.01 


225 

« 

u 

iV 

U 


71.9 

21.13 

2.59 

4.99 



261 

u 

a 

M 

u 

Vi 

81.6 

24.00 

2.62 

4.97 



297 

u 

a 

A 

u 


91.4 

26.87 

2.65 

4.95 



332 

a 

u 

% 

u 

5 A 

101.1 

29.70 

2.68 

4.93 



367 

u 

a 

H 

u 

tt 

110.5 

32.49 

2.71 

4.91 



402 

u 

u 

s 4 

a 

X 

120.2 

35.24 

2.74 

4.88 



436 

u 

u 

H 

u 

13 

16 

129.2 

37.99 

2.77 

4.86 



470 

a 

u 


u 

7 A 

138.5 

40.70 

2.80 

4.84 



503 

u 

u 

H 

u 

15 

16 

147.5 

43.37 

2.83 

4.82 



536 

u 

u 

1 

a 

1 

156.4 

46.00 

2.86 

4.80 



569 




















































































CAMBRIA STEEL. 


233 


S £ T F F m LOADS IN THOUSANDS of pounds for 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED 


FOR RADIUS OF GYRATION, 
AXIS 2-2. 


Based on Gordon’s Formula, P = 

Safety factor 4. 1 + 


50 000 


L 


(12 L) 2 
36 000 r 2 


Length in Feet. 


r 

9, 


10 

12 

14 | 16 

18 

| 20 

22 

I 24 

1 26 

28 

30 

132 

34 

136 

38 

40 

79 

77 

74 

72 

69 

66 

63 

60 

58 

• 

55 

52 






98 

95 

92 

89 

85 

82 

78 

75 

71 

68 

64 






116 

113 

109 

105 

101 

97 

92 

88 

84 

80 

76 






134 

130 

126 

121 

116 

111 

106 

101 

96 

92 

87 






151 

147 

142 

137 

131 

126 

120 

114 

108 

103 

98 






169 

163 

158 

152 

146 

139 

133 

127 

120 

114 

108 






89 

88 

86 

83 

81 

79 

76 

73 

71 

68 

65 

63 

60 

58 



111 

109 

106 

103 

100 

97 

94 

91 

87 

84 

81 

77 

74 

71 



132 

129 

126 

123 

119 

115 

112 

108 

104 

100 

96 

92 

88 

84 



152 

149 

146 

142 

137 

133 

129 

124 

119 

115 

110 

106 

101 

97 



172 

169 

165 

160 

156 

151 

145 

140 

135 

129 

124 

119 

114 

109 



192 

188 

183 

178 

173 

167 

162 

156 

150 

144 

138 

132 

126 

121 



212 

207 

202 

196 

190 

184 

178 

171 

164 

158 

151 

145 

139 

132 



230 

225 

220 

214 

207 

200 

193 

186 

178 

171 

164 

157 

150 

144 



249 

244 

237 

231 

223 

216 

208 

200 

192 

184 

177 

169 

161 

154 



131 

129 

126 

124 

121 

118 

115 

111 

108 

105 

101 

98 

94 

91 

88 

85 

156 

153 

150 

147 

144 

140 

136 

132 

128 

124 

120 

116 

112 

108 

104 

100 

180 

177 

174 

170 

166 

162 

158 

153 

148 

143 

139 

134 

129 

124 

120 

115 

204 

201 

197 

193 

188 

184 

178 

173 

168 

162 

157 

151 

146 

141 

135 

130 

228 

224 

220 

215 

210 

205 

199 

193 

187 

181 

175 

168 

162 

156 

150 

145 

252 

247 

243 

237 

231 

225 

219 

212 

206 

199 

192 

185 

178 

172 

165 

159 

274 

270 

264 

259 

252 

245 

238 

231 

224 

216 

209 

201 

194 

187 

179 

173 

297 

292 

286 

280 

273 

265 

258 

250 

242 

233 

225 

217 

209 

201 

193 

186 

319 

314 

307 

300 

293 

285 

276 

268 

259 

250 

241 

232 

224 

215 

207 

199 

341 

335 

328 

321 

312 

304 

295 

285 

276 

266 

257 

248 

238 

229 

220 

211 

163 

161 

160 

157 

155 

153 

150 

147 

144 

141 

138 

134 

131 

128 

124 

121 

195 

193 

190 

188 

185 

182 

179 

175 

171 

168 

164 

160 

156 

152 

148 

144 

226 

223 

221 

218 

214 

211 

207 

203 

199 

194 

190 

185 

181 

176 

171 

166 

256 

254 

250 

247 

243 

239 

235 

230 

225 

220 

215 

210 

205 

199 

194 

189 

287 

284 

280 

276 

272 

267 

262 

257 

251 

246 

240 

234 

228 

222 

216 

210 

316 

313 

309 

305 

300 

295 

289 

283 

277 

271 

265 

258 

251 

245 

238 

232 

346 

342 

338 

333 

328 

322 

316 

309 

303 

296 

289 

282 

274 

267 

260 

252 

375 

371 

366 

361 

355 

349 

342 

335 

328 

320 

312 

305 

297 

289 

281 

273 

403 

399 

394 

388 

382 

375 

368 

360 

352 

344 

336 

327 

319 

310 

301 

293 

432 

427 

421 

415 

408 

401 

393 

385 

377 

368 

359 

350 

340 

331 

322 

313 

460 

454 

449 

442 

435 

427 

418 

410 

400 

391 

381 

371 

362 

352 

342 

332 

224 

222 

221 

218 

216 

214 

211 

208 

205 

202 

199 

196 

192 

189 

185 

181 

260 

258 

256 

253 

251 

248 

245 

242 

238 

234 

231 

227 

223 

218 

214 

210 

295 

293 

291 

288 

285 

282 

278 

274 

270 

266 

262 

257 

253 

248 

243 

238 

330 

328 

325 

322 

319 

315 

311 

307 

302 

298 

293 

288 

282 

277 

272 

266 

365 

363 

360 

356 

352 

348 

344 

339 

334 

329 

323 

318 

312 

306 

300 

294 

399 

397 

393 

389 

385 

381 

376 

371 

365 

359 

353 

347 

341 

334 

327 

321 

433 

430 

427 

422 

418 

413 

408 

402 

396 

389 

383 

376 

369 

362 

355 

347 

467 

463 

460 

455 

450 

445 

439 

433 

426 

419 

412 

405 

397 

389 

382 

374 

500 

496 

492 

487 

482 

476 

470 

463 

456 

449 

441 

433 

425 

417 

408 

400 

533 

529 

524 

519 

513 

507 

500 

493 

486 

478 

469 

461 

452 

443 

434 

425 

565 

561 

556 

551 

544 

538 

530 

523 

515 

506 

497 

488 

479 

469 

460 

450 





















































































234 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 

_ _ _ 50 000 

Based on Gordon s Formula, P =- . - - 

l'+ > 12 L > . 

Safety factor 4. 36 000 r 2 




Size 




Weight 

Area 

Least 

Radius of 






Size 

of 

Radius of 

Length 


of 

Angles 


of 

Plate. 

of 

Column. 

Column 

Section. 

Gyration 
Axis 1-1. 

Gyration 
Aiis 2-2. 

in Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

4 

6 

8 

3 

x2H 

x}{ 

8 

xM 

24.8 

7.24 

1.19 

3.25 

90 

89 

88 

u 

U 

5 

16 

U 

IJf 

30.9 

8.98 

1.22 

3.23 

112 

111 

110 

u 

u 

% 

U 

H 

36.6 

10.68 

1.25 

3.21 

133 

132 

130 

u 

u 

16 

u 

Ts 

42.3 

12.38 

1.28 

3.19 

154 

152 

151 

a 

a 

V2 

u 

V2 

47.6 

14.00 

1.31 

3.17 

174 

173 

171 

u 

u 


u 

9 

16 

53.3 

15.62 

1.34 

3.15 

194 

192 

190 

314. x 214 

x H 

8 

x 14 
re 

H 

15 

H 

9 

16 
% 
if 
% 

X re 

26.4 

7.76 

1.44 

3.31 


96 

95 

u 

u 

~16 

u 

32.9 

9.62 

1.47 

3.28 


119 

117 

u 

u 

% 

u 

39.0 

11.44 

1.50 

3.26 


141 

140 

a 

u 

T6 

u 

45.1 

13.22 

1.53 

3.24 


163 

161 

u 

a 

y 2 

u 

51.2 

15.00 

1.56 

3.22 


185 

183 

a 

a 

A 

u 

56.9 

16.74 

1.59 

3.20 


206 

204 

a 

u 

5 A 

u 

63.0 

18.44 

1.62 

3.18 


227 

225 

245 

a 

u 


a 

68.7 

20.10 

1.65 

3.16 


248 

u 

a 

% 

u 

74.0 

21.76 

1.68 

3.14 


268 

265 

4 

x 3 

v 5 

X 

10 

39.4 

11.49 

1.62 

4.09 


142 

141 

a 

a 

Vs 

u 

X 

46.8 

13.67 

1.65 

4.07 


170 

169 

u 

a 

7 

a 

1 V 

54.1 

15.86 

1.68 

4.04 


197 

195 

u 

a 


a 

X 

61.4 

18.00 

1.71 

4.02 


223 

222 

u 

u 

JL 

u 

"16 

68.7 

20.11 

1.74 

4.00 


249 

247 

u 

u 


u 

X 

75.7 

22.17 

1.77 

3.98 


275 

273 

u 

a 


u 

IX 

82.6 

24.24 

1.80 

3.96 


300 

298 

u 

u 

if 

a 

X 

89.5 

26.26 

1.83 

3.94 


325 

323 

a 

u 

u 

if 

96.0 

28.25 

1.86 

3.92 


350 

347 

4 

u 


a 

X 

103.0 

30.19 

1.90 

3.90 


374 

371 

5 

*3y 2 

Y -5- 
X 16 

12 

v 5 

x Te 

47.6 

13.99 

2.03 

4.95 


173 

a 

u 

% 

u 

X 

56.9 

16.70 

2.06 

4.92 



206 

a 

a 

ire 

a 

7 

T6 

65.9 

19.37 

2.08 

4.90 



239 

« 

a 

Vi 

u 

V2 

74.8 

22.00 

2.11 

4.88 



272 

u 

a 

X6 

a 


83.8 

24.63 

2.14 

4.86 

| 

304 

a 

a 

V* 

u 

X 

92.7 

27.18 

2.17 

4.84 

| 

336 

a 

a 

if 

u 

if 

101.3 

29.73 

2.20 

4.82 



368 

u 

u 

/ 4 

u 

V* 

109.8 

32.24 

2.23 

4.80 



399 

a 

u 

UL 

16 

a 

13 

16 

118.4 

34.75 

2.26 

4.78 



429 

a 

u 

7 /s 

u 

% 

126.5 

37.18 

2.29 

4.76 



460 

a 

u 

if 

a 

if 

135.1 

39.61 

2.33 

4.74 



490 

6 

x3^ 

xH 

14 

xX 

64.7 

18.93 

2.51 

5.85 



a 

a 

re 

u 

T6 

74.8 

22.01 

2.54 

5.83 




a 

u 


u 

Yi 

85.0 

25.00 

2.57 

5.81 




u 

u 

re 

u 

re 

95.2 

28.00 

2.59 

5.79 




u 

u 

5 /h 

u 

X 

105.3 

30.95 

2.62 

5.77 




u 

u 

if 

u 

H 

115.1 

33.87 

2.65 

5.74 




«\ 

a 


u 

X 

125.3 

36.74 

2.68 

5.72 




u 

if 

u 

If 

134.7 

39.62 

2.71 

5.70 





u 


u 

X 

144.5 

42.45 

2.74 

5.68 






if 

u 

If 

153.8 

45.25 

2.77 

5.66 





a 

1 

u 

1 

163.2 

48.00 

2.81 

5.64 






























































































CAMBRIA STEEL. 


235 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION. 

AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L )2 
36 000 r 2 



Length in Feet. 


10 

12 

14 

16 

18 

20 

22 

24 

26 

00 

02 

O 

00 

32 

34 

36 

38 

40 

87 

86 

84 

83 

81 

79 

77 

74 

72 

70 

68 

65 

63 

61 

59 

56 

108 

108 

104 

102 

100 

97 

95 

92 

89 

86 

83 

81 

78 

75 

72 

70 

129 

127 

124 

122 

119 

116 

112 

109 

106 

102 

99 

96 

92 

89 

86 

82 

149 

146 

143 

140 

137 

133 

130 

126 

122 

118 

114 

110 

106 

102 

99 

95 

168 

166 

162 

159 

155 

151 

147 

142 

138 

133 

129 

124 

120 

115 

111 

107 

188 

184 

181 

177 

173 

168 

163 

158 

153 

148 

143 

138 

133 

128 

123 

119 

93 

92 

90 

89 

87 

85 

82 

80 

78 

75 

73 

70 

68 

66 

63 

61 

116 

114 

112 

110 

108 

105 

102 

99 

96 

93 

90 

87 

84 

81 

78 

75 

138 

136 

133 

130 

127 

124 

121 

118 

114 

110 

107 

103 

100 

96 

93 

89 

159 

157 

154 

151 

147 

144 

140 

136 

132 

127 

123 

119 

115 

111 

107 

103 

181 

178 

174 

171 

167 

162 

158 

153 

149 

144 

139 

134 

130 

125 

120 

116 

201 

198 

194 

190 

186 

181 

176 

171 

165 

160 

155 

149 

144 

139 

134 

129 

222 

218 

214 

209 

204 

199 

193 

188 

182 

176 

170 

164 

158 

152 

147 

141 

242 

238 

233 

228 

222 

217 

211 

204 

198 

191 

185 

178 

172 

165 

159 

153 

261 

257 

252 

246 

240 

234 

227 

220 

213 

206 

199 

192 

185 

178 

171 

165 

140 

139 

137 

135 

133 

131 

129 

126 

124 

121 

118 

115 

112 

110 

107 

104 

167 

165 

163 

161 

159 

156 

153 

150 

147 

144 

141 

137 

134 

130 

127 

123 

194 

192 

189 

187 

184 

181 

177 

174 

170 

166 

162 

159 

155 

151 

147 

143 

220 

217 

215 

212 

208 

205 

201 

197 

193 

189 

184 

180 

175 

170 

166 

161 

245 

243 

240 

236 

233 

229 

224 

220 

215 

210 

205 

200 

195 

190 

185 

180 

271 

268 

264 

261 

256 

252 

247 

212 

237 

232 

226 

220 

215 

209 

203 

198 

295 

292 

289 

284 

280 

275 

270 

264 

258 

253 

246 

240 

234 

228 

222 

215 

320 

316 

312 

308 

303 

298 

292 

286 

280 

273 

266 

260 

253 

246 

239 

232 

344 

340 

336 

331 

326 

320 

314 

307 

300 

293 

286 

279 

271 

264 

257 

249 

368 

364 

359 

354 

348 

342 

335 

328 

320 

313 

305 

297 

289 

282 

274 

266 

172 

171 

169 

168 

166 

164 

162 

160 

157 

155 

152 

150 

147 

144 

141 

139 

205 

204 

202 

200 

198 

196 

193 

191 

188 

185 

182 

178 

175 

172 

168 

165 

238 

236 

234 

232 

230 

227 

224 

221 

218 

214 

210 

207 

203 

199 

195 

191 

270 

269 

266 

264 

261 

258 

254 

251 

247 

243 

239 

235 

230 

226 

221 

217 

303 

300 

298 

295 

292 

288 

284 

280 

276 

272 

267 

262 

257 

252 

247 

242 

334 

332 

329 

326 

322 

318 

314 

309 

305 

300 

295 

289 

284 

278 

273 

267 

365 

363 

359 

356 

352 

348 

343 

338 

333 

327 

322 

316 

310 

304 

298 

291 

396 

393 

390 

386 

382 

377 

372 

366 

361 

355 

349 

342 

336 

329 

322 

315 

427 

423 

420 

415 

411 

406 

400 

394 

388 

382 

375 

368 

361 

354 

346 

339 

457 

453 

449 

445 

440 

434 

428 

422 

415 

408 

401 

394 

386 

378 

370 

362 

486 

483 

478 

474 

468 

462 

456 

449 

442 

434 

427 

419 

410 

402 

394 

385 

234 

233 

231 

230 

228 

226 

224 

222 

219 

217 

214 

211 

209 

206 

203 

199 

272 

270 

269 

267 

265 

263 

260 

257 

255 

252 

249 

245 

242 

239 

235 

231 

309 

307 

305 

303 

301 

298 

296 

293 

289 

286 

282 

279 

275 

271 

267 

263 

346 

344 

342 

340 

337 

334 

331 

327 

324 

320 

316 

312 

307 

303 

298 

294 

382 

380 

378 

375 

372 

369 

365 

362 

358 

353 

349 

344 

340 

335 

330 

324 

418 

416 

413 

411 

407 

404 

400 

396 

391 

387 

382 

377 

371 

366 

360 

355 

454 

451 

449 

445 

442 

438 

434 

429 

424 

419 

414 

408 

403 

397 

391 

384 

489 

487 

483 

480 

476 

472 

467 

462 

457 

452 

446 

440 

433 

427 

420 

414 

524 

521 

518 

514 

510 

505 

500 

495 

490 

484 

477 

471 

464 

457 

450 

443 

559 

556 

552 

548 

544 

539 

533 

528 

521 

515 

508 

501 

494 

487 

479 

471 

593 

589 

586 

581 

577 

571 

566 

559 

553 

546 

539 

532 

524 

516 

508 

500 

















































236 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 

Based on Gordon’s Formula, P = — 50 ;!^ T v r‘ 

(12 L) 2 

Safety factor 4. 36 000 r 2 




Size 


Size 

Weight 

Area 

of 

Least 
Radius of 

Radius of 

Length 


of 

ingles. 


of 

Plate. 

of 

Column. 

Column 

Section. 

Gyration 
Axis 1-1. 

Gyration 
Axis 2-2. 

in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

6 

8 

10 

3 

x2 M 


10 

XH 

26.5 

7.74 

1.16 

4.07 

96 

95 

95 

u 

a 

5 

16 

U 

5 

16 

33.0 

9.61 

1.18 

4.05 

119 

118 

117 

u 

u 

Vs 

a 

X 

39.2 

11.43 

1.21 

4.03 

142 

141 

140 

u 

u 

A 

u 

1*6 

45.3 

13.26 

1.24 

4.01 

164 

163 

161 

u 

u 


u 

l A 

51.0 

15.00 

1.27 

3.99 

186 

185 

183 

u 

u 

A 

u 

is 

57.1 

16.75 

1.30 

3.96 

207 

206 

204 

3 X 

x2A 

xM 

10 

xM 

28.1 

8.26 

1.39 

4.13 

102 

102 

101 

u 

1 

U 

5 

16 

u 

5 

16 

35.0 

10.25 

1.42 

4.11 

127 

126 

125 

a 

u 


u 

X 

41.6 

12.19 

1.45 

4.09 

151 

150 

149 

u 

u 


u 

T5 

48.1 

14.10 

1.48 

4.07 

175 

174 

172 

u 

u 

'A 

u 

X 

54.6 

16.00 

1.51 

4.05 

198 

197 

195 

u 

u 


u 

TS 

60.7 

17.87 

1.54 

4.03 

221 

220 

218 

a 

u 

% 

u 

A 

67.3 

19.69 

1.57 

4.01 

244 

242 

240 

u 

a 

H 

u 

tt 

73.4 

21.48 

1.60 

3.99 

266 

264 

262 

u 

a 

X 

u 

X 

79.1 

23.26 

1.63 

3.97 

288 

286 

283 

4 

x 3 

Xfw 

12 

X -5- 
x 16 

41.6 

12.11 

1.58 

4.91 


150 

149 

a 

a 

3 /^ 

u 

X 

49.3 

14.42 

1.61 

4.89 


179 

178 

a 

a 

16 

u 

i$ 

57.1 

16.73 

1.64 

4.87 


207 

206 

a 

a 

'A 

a 

A 

64.8 

19.00 

1.66 

4.85 


235 

234 

u 

a 

9 

16 

u 

A 

72.6 

21.23 

1.69 

4.83 


262 

261 

u 

a 

H 

u 

b /8 

79.9 

23.42 

1.72 

4.81 


290 

288 

u 

u 

11 

16 

u 

H 

87.3 

25.61 

1.75 

4.79 


317 

315 

u 

u 

% 

u 

X 

94.6 

27.76 

1.78 

4.77 


343 

341 

u 

u 

13. 

16 

u 

H 

101.6 

29.87 

1.81 

4.74 


369 

367 

u 

u 

Vs 

u 

Vs 

108.9 

31.94 

1.84 

4.72 


395 

392 

5 

*3y 2 

XiV 

14 

Y — — 

A 16 

49.7 

14.62 

1.98 

5.77 



180 

u 

a 


u 

X 

59.5 

17.45 

2.01 

5.75 



215 

u 

u 

1*6 

u 


68.8 

20.25 

2.04 

5.73 



250 

u 

a 

l A 

u 

l A 

78.2 

23.00 

2.07 

5.71 

. 


284 

u 

a 

■h 

u 

w 

87.6 

25.76 

2.09 

5.69 



318 

u 

u 

y* 

u 

X 

96.9 

28.43 

2.12 

5.67 



351 

u 

a 

H 

u 

H 

105.9 

31.11 

2.15 

5.64 



384 

u 

u 

X 

u 

Vx 

114.9 

33.74 

2.18 

5.62 



417 

u 

a 

13 

16 

u 

13. 

16 

123.9 

36.38 

2.21 

5.60 



449 

u 

a 

Vh 

u 

V* 

132.5 

38.93 

2.24 

5.58 



481 

u 

a 

H 

a 

if 

141.4 

41.49 

2.27 

5.56 



512 

6 

x3 M 

xH 

16 

x 3 A 

67.2 

19.68 

2.46 

6.68 




u 


u 

16 

77.8 

22.88 

2.49 

6.66 







u 

A 

88.4 

26.00 

2.52 

6.64 







u 

fs 

99.0 

29.12 

2.54 

6.61 






b /8 

u 

b A 

109.6 

32.20 

2.57 

6.59 






H 

u 

H 

119.8 

35.24 

2.60 

6.57 






X 

u 

Vx 

130.4 

38.24 

2.63 

6.55 






13 

16 

u 

U 

140.2 

41.24 

2.66 

6.53 






K 


Vs 

150.4 

44 20 

2.69 

6.51 






n 


15. 

16 

160.2 

47.12 

2.72 

6.48 






i 

u 

1 

170.0 

50.00 

2.75 

6.46 




























































































































































238 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 

, « /1TTT A mnn T,»^TTT«. 2 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 

Kfl Aflf) 1 

r 

p 


Based on Gordon’s Formula, P =- 

1+ (12L) 

Safety factor 4. 36 000 r 2 

r 

£ 

1 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

6 

1 8 

10 

3 


12 

xM 

28.2 

8.24 

1.12 

4.87 

103 

102 

101 

u 

u 

\6 

u 

5 

16 

35.2 

10.23 

1.15 

4.85 

127 

126 

126 

u 

u 

Vh 

u 

% 

41.7 

12.18 

1.17 

4.83 

151 

151 

150 

u 

u 

lV 

u 

lV 

48.3 

14.13 

1.20 

4.81 

175 

174 

173 

u 

u 

H 

u 

34 

54.4 

16.00 

1.23 

4.78 

199 

198 

197 

u 

u 

16 

u 

9 

16 

61.0 

17.87 

1.26 

4.76 

222 

' 221 

219 

QV 

*2y 2 

xM 

12 

xM 

29.8 

8.76 

1.35 

4.94 


108 

108 

u 

u 

A 

u 

L6 

37.2 

10.87 

1.38 

4.92 


134 

134 

u 

u 

8 /« 

u 

H 

44.1 

12.94 

1.41 

4.90 


160 

159 

u 

a 

16 

u 

T 6 

51.1 

14.97 

1.43 

4.88 


185 

184 

u 

a 

Vi. 

u 

34 

58.0 

17.00 

1.46 

4.85 


210 

209 

u 

u 

\~6 

u 

A 

64.6 

18.99 

1.49 

4.83 


235 

233 

a 

u 

y* 

a 

% 

71.5 

20.94 

1.52 

4.81 


259 

257 

u 

u 

H 

u 

H 

78.1 

22.85 

1.55 

4.79 


283 

281 

u 

u 

H 

u 

X 

84.2 

24.76 

1.58 

4.77 


306 

304 

4 

x 3 

y . S. 

A 16 

14 

x T 6 

43.7 

12.74 

1.54 

5.72 


158 

157 

u 

u 

3 /s 

u 

Vs 

51.9 

15.17 

1.57 

5.70 


188 

188 

a 

u 

16 

a 

16 

60.0 

17.61 

1.60 

5.68 


218 

217 

u 

u 

34 

u 

34 

68.2 

20.00 

1.62 

5.66 


248 

247 



-16 

a 

A 

76.4 

22.36 

1.65 

5.63 


277 

276 



b A 

u 

X 

84.1 

24.67 

1.68 

5.61 


306 

305 

u 

u 

H 

it 

tt 

91.9 

26.99 

1.71 

5.59 


335 

333 



y 

tt 

X 

99.7 

29.26 

1.74 

5.57 


363 

361 



n 

u 

tt 

107.1 

31.50 

1.77 

5.55 


390 

389 



y s 

u 

y s 

114.9 

33.69 

1.80 

5.53 


418 

416 

5 

X 314 X Tg 

16 

X A 

51.8 

15.24 

1.94 

6.59 



189 

u 

u 

Vs 

u 

x 

62.0 

18.20 

1.97 

6.57 



225 

u 

u 

A 

u 

TS 

71.8 

21.12 

2.00 

6.54 



261 

u 

u 

34 

u 

34 

81.6 

24.00 

2.02 

6.52 



297 

u 

u 

TS 

a 

A 

91.4 

26.88 

2.05 

6.50 



333 

u 

u 

Vs 

a 

X 

101.2 

29.68 

2.08 

6.48 



368 

u 

u 

H 

u 

tt 

110.6 

32.48 

2.11 

6.46 



402 

u 

u 

U 

u 

X 

120.0 ' 

35.24 

2.14 

6.44 



436 

u 

u 


u 

tt 

129.4 

38.00 

2.17 

6.41 



470 

u 

u 

7 /^ 

u 

Vi 

138.4 

40.68 

2.19 

6.39 



504 

u 

u 

II 

u 

tt 

147.8 

43.36 

2.22 

6.37 



537 

6 

X3 H 

x?4 

18 

*y 8 

69.8 

20.43 

2.42 

7.49 






iV 

u 

tt 

80.8 

23.76 

2.44 

7.47 






34 

u 

34 

91.8 

27.00 

2.47 

7.45 






A 

u 

tt 

102.8 

30.25 

2.50 

7.42 






% 

u 

5 /4 

113.9 

33.45 

2.52 

7.40 






+* 

u 

tt 

124.5 

36.62 

2.55 

7.38 






H 

a 


135.5 

39.74 

2.58 

7.36 






H 

u 

tt 

145.7 

42.87 

2.61 

7.34 






Vs 

u 

% 

156.4 

45.95 

2.64 

7.32 






II 

u 

tt 

166.6 

49.00 

2.67 

7.29 






1 

u 

1 

176.8 

52.00 

2.70 

7.27 

. 
























































































CAMBRIA STEEL. 


239 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 


Based on Gordon’s Formula, P = 
Safety factor 4. 


50 000 


(12 L) 2 


1 + 


3G 000 r 2 



Length in Feet. 


12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

CO 

00 

40 

101 

100 

99 

98 

97 

95 

94 

93 

91 

90 

88 

86 

85 

83 

81 

125 

124 

123 

121 

120 

118 

116 

115 

113 

111 

109 

107 

105 

103 

101 

149 

147 

146 

144 

143 

141 

139 

137 

134 

132 

130 

127 

125 

122 

120 

172 

171 

169 

167 

165 

163 

160 

158 

155 

153 

150 

147 

144 

141 

138 

195 

193 

191 

189 

187 

184 

182 

179 

176 

173 

170 

166 

163 

160 

156 

218 

216 

214 

211 

209 

206 

203 

199 

196 

193 

189 

185 

182 

178 

174 

107 

106 

105 

104 

103 

101 

100 

98 

97 

95 

94 

92 

90 

88 

87 

133 

131 

130 

129 

127 

126 

124 

122 

120 

118 

116 

114 

112 

110 

107 

158 

157 

155 

153 

152 

150 

148 

145 

143 

141 

138 

136 

133 

130 

128 

183 

181 

180 

178 

175 

173 

171 

168 

165 

163 

160 

157 

154 

151 

148 

207 

206 

204 

201 

199 

196 

194 

191 

188 

184 

181 

178 

174 

171 

167 

232 

230 

227 

225 

222 

219 

216 

213 

209 

206 

202 

198 

194 

190 

186 

255 

253 

251 

248 

245 

212 

238 

234 

231 

227 

222 

218 

214 

210 

205 

279 

276 

274 

270 

267 

264 

260 

256 

251 

247 

242 

238 

233 

228 

223 

302 

299 

296 

293 

289 

285 

281 

277 

272 

267 

262 

257 

252 

247 

241 

156 

156 

154 

153 

152 

150 

149 

147 

145 

143 

142 

140 

137 

135 

133 

187 

185 

184 

183 

181 

179 

177 

175 

173 

171 

169 

166 

164 

161 

159 

216 

215 

213 

212 

210 

208 

205 

203 

201 

198 

195 

193 

190 

187 

184 

246 

244 

242 

240 

238 

236 

233 

231 

228 

225 

222 

218 

215 

212 

208 

275 

273 

271 

269 

266 

263 

261 

258 

254 

251 

248 

244 

240 

236 

233 

303 

301 

299 

296 

294 

291 

288 

284 

281 

277 

273 

269 

265 

261 

257 

331 

329 

327 

324 

321 

318 

314 

311 

307 

303 

298 

294 

289 

285 

280 

359 

357 

354 

351 

348 

344 

340 

336 

332 

328 

323 

318 

313 

308 

303 

386 

384 

381 

378 

374 

370 

366 

362 

357 

352 

347 

342 

337 

331 

326 

413 

411 

407 

404 

400 

396 

392 

387 

382 

377 

371 

366 

360 

354 

348 

188 

187 

186 

185 

184 

182 

181 

179 

178 

176 

174 

172 

170 

168 

166 

224 

223 

222 

221 

219 

218 

216 

214 

212 

210 

208 

205 

203 

201 

198 

260 

259 

258 

256 

254 

252 

250 

248 

246 

243 

241 

238 

235 

233 

230 

296 

295 

293 

291 

289 

287 

285 

282 

279 

277 

274 

271 

267 

264 

261 

331 

330 

328 

326 

324 

321 

318 

316 

313 

309 

306 

303 

299 

295 

292 

366 

364 

362 

360 

357 

355 

352 

349 

345 

342 

338 

334 

330 

326 

322 

400 

399 

396 

394 

391 

388 

385 

381 

378 

374 

370 

365 

361 

357 

352 

435 

432 

430 

427 

424 

421 

417 

414 

410 

405 

401 

396 

392 

387 

382 

468 

466 

463 

460 

457 

453 

450 

445 

441 

437 

432 

427 

422 

416 

411 

502 

499 

496 

493 

489 

486 

481 

477 

472 

467 

462 

457 

451 

446 

440 

534 

532 

529 

525 

521 

517 

513 

508 

503 

498 

492 

487 

481 

475 

468 

253 

252 

251 

250 

248 

247 

245 

244 

242 

240 

238 

236 

234 

232 

229 

294 

293 

291 

290 

288 

287 

285 

283 

281 

279 

276 

274 

272 

269 

266 

334 

333 

331 

330 

328 

326 

324 

322 

319 

317 

314 

312 

309 

306 

303 

374 

373 

371 

369 

367 

365 

363 

360 

358 

355 

352 

349 

346 

342 

339 

414 

412 

410 

408 

406 

404 

401 

398 

395 

392 

389 

385 

382 

378 

374 

453 

451 

449 

447 

445 

442 

439 

436 

433 

429 

426 

422 

418 

414 

410 

492 

490 

488 

485 

483 

480 

477 

473 

470 

466 

462 

458 

453 

449 

444 

530 

528 

526 

523 

520 

517 

514 

510 

506 

502 

498 

493 

489 

484 

479 

568 

566 

563 

561 

558 

554 

551 

547 

542 

538 

533 

529 

524 

•518 

513 

606 

603 

601 

598 

595 

591 

587 

583 

578 

574 

569 

563 

558 

552 

547 

643 

641 

638 

634 

631 

627 

623 

618 

614 

609 

603 

598 

592 

586 

580 














































240 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION 
AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 
(12 L) 2 ‘ 

36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 

in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

10 

12 

7x3Hx 

rs 

14 x 


80.8 

23.73 

3.05 

5.92 

293 

292 

H ii 

A. 

i i 

A 

91.8 

27.00 

3.08 

5.90 

334 

332 

ii it 

TS 

i i 

TS 

103.2 

30.24 

3.11 

5.87 

374 

372 

H a 

a 

i i 

A 

113.7 

33.43 

3.13 

5.85 

413 

411 

a a 

H 

i i 

H 

124.7 

36.63 

3.17 

5.83 

452 

450 

n a 

u 

t i 

V\ 

135.3 

39.74 

3.20 

5.81 

491 

489 

a a 

tt 

i i 

13. 

16 

145.9 

42.86 

3.23 

5.79 

529 

527 

a a 

7 /h 

i i 

7 /8 

156.5 

45.93 

3.26 

5.76 

567 

564 

a a 

H 

i t 

15 

16 

166.6 

49.01 

3.29 

5.74 

605 

602 

a a 

1 

11 

1 

176.8 

52.00 

3.32 

5.72 

642 

639 

7x3^x 

16 

16 x 

7 

16 

83.8 

24.60 

3.00 

6.75 


304 

ii it 

A 

i t 

A 

95.2 

28.00 

3.02 

6.73 


346 

it a 

& 

i i 

-h 

107.0 

31.36 

3.06 

6.71 


387 

a a 

A 

i l 

A 

118.0 

34.68 

3.08 

6.69 


428 

a a 

H 

i l 

11 

16 

129.4 

38.00 

3.11 

6.67 


469 


H 

t t 

V\ 

140.4 

41.24 

3.14 

6.64 


509 

a a 

tt 

i t 

13 

16 

151.4 

44.48 

3.17 

6.62 


549 


Vh 

i i 

A 

162.4 

47.68 

3.20 

6.60 


588 

a t i 

tt 

i i 

tt 

173.0 

50.88 

3.23 

6.58 


627 

a a 

1 

ii 

1 

183.6 

54.00 

3.26 

6.56 


666 

7x3Kx^ 

18 x 

is 

86.8 

25.48 

2.94 

7.58 


315 


A 

11 

A 

98.6 

29.00 

2.97 

7.55' 


359 


TS 

t i 

& 

110.8 

32.49 

3.00 

7.53 


402 


a 

i 4 

A 

122.3 

35.93 

3.02 

7.51 


445 


ii 

16 

l t 

H 

134.1 

39.38 

3.06 

7.49 


487 


H 

t i 

H 

145.5 

42.74 

3.08 

7.47 


529 


13. 

16 

i i 

13 

16 

156.9 

46.11 

3.11 

7.44 


570 


% 

11 

A 

168.4 

49.43 

3.14 

7.42 


612 


tt 

11 

II 

179.4 

52.76 

3.17 

7.40 


652 


1 


1 

190.4 

56.00 

3.20 

7.38 


693 

7x3^x 

TS 

20 x ^ 

89.8 

26.35 

2.89 

8.39 




a 

it 

A 

102.0 

30.00 

2.92 

8.37 





it 

& 

114.7 

33.61 

2.95 

8.34 




A 

i i 

A 

126.5 

37.18 

2.97 

8.32 




H 

i i 

tt 

138.7 

40.75 

3.00 

8.30 




H 

i i 

V4 

150.6 

44.24 

3.03 

8.28 




TS 

i i 

13 

16 

162.5 

47.73 

3.06 

8.25 




A 

i t 

A 

174.3 

51.18 

3.09 

8.23 




H 

11 

H 

185.8 

54.63 

3.12 

8.21 




1 

it 

1 

197.2 

58.00 

3.15 

8.19 







































































CAMBKIA STEEL. 241 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 

CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 


Based on Gordon’s Formula, P =- 

. (12 L )2 

Safety factor 4. "^36 000 r 2 


Length in Feet. 


14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

290 

288 

286 

284 

281 

278 

275 

272 

269 

266 

262 

258 

255 

251 

330 

328 

325 

323 

320 

317 

313 

310 

306 

302 

298 

294 

289 

285 

370 

367 

364 

361 

358 

354 

351 

347 

342 

338 

333 

329 

324 

319 

409 

406 

403 

399 

396 

392 

387 

383 

378 

373 

368 

363 

358 

352 

447 

444 

441 

437 

433 

429 

424 

419 

414 

408 

403 

397 

391 

385 

486 

482 

478 

474 

470 

465 

460 

455 

449 

443 

437 

431 

424 

418 

523 

520 

516 

511 

506 

501 

496 

490 

484 

477 

471 

464 

457 

450 

561 

557 

553 

548 

543 

537 

531 

525 

518 

511 

504 

497 

489 

482 

598 

594 

589 

584 

578 

572 

566 

559 

552 

545 

537 

529 

521 

513 

635 

630 

625 

620 

614 

607 

600 

593 

586 

578 

570 

561 

553 

544 

302 

301 

299 

297 

295 

293 

290 

288 

285 

282 

279 

276 

273 

270 

344 

342 

340 

338 

336 

333 

330 

327 

324 

321 

318 

314 

310 

307 

385 

383 

381 

379 

376 

373 

370 

366 

363 

359 

355 

352 

347 

343 

426 

424 

421 

419 

416 

412 

409 

405 

401 

397 

393 

389 

384 

379 

467 

464 

461 

458 

455 

451 

448 

443 

439 

435 

430 

425 

420 

415 

507 

504 

501 

498 

494 

490 

486 

481 

477 

472 

467 

461 

456 

450 

546 

543 

540 

536 

532 

528 

524 

519 

514 

509 

503 

497 

491 

485 

586 

582 

579 

575 

571 

566 

561 

556 

551 

545 

539 

533 

526 

520 

624 

621 

617 

613 

609 

604 

598 

593 

587 

581 

574 

568 

561 

554 

663 

659 

655 

651 

646 

641 

635 

629 

623 

616 

609 

602 

595 

588 

314 

313 

312 

310 

308 

306 

304 

302 

300 

297 

295 

292 

290 

287 

358 

356 

354 

353 

351 

348 

346 

344 

341 

338 

335 

332 

329 

326 

401 

399 

397 

395 

393 

390 

388 

385 

382 

379 

376 

372 

369 

365 

443 

441 

439 

437 

434 

432 

429 

426 

422 

419 

415 

411 

408 

403 

485 

483 

481 

478 

476 

473 

469 

466 

462 

459 

455 

450 

446 

442 

527 

525 

522 

519 

516 

513 

510 

506 

502 

498 

493 

489 

484 

479 

568 

566 

563 

560 

557 

553 

550 

546 

541 

537 

532 

527 

522 

517 

609 

607 

604 

601 

597 

593 

589 

585 

580 

575 

570 

565 

559 

554 

650 

647 

644 

641 

637 

633 

628 

624 

619 

613 

608 

602 

596 

590 

690 

687 

684 

680 

676 

672 

667 

662 

657 

651 

645 

639 

633 

626 

326 

325 

324 

322 

321 

319 

317 

315 

313 

311 

309 

307 

305 

302 

371 

370 

368 

367 

365 

363 

361 

359 

357 

354 

352 

349 

346 

344 

415 

414 

412 

411 

409 

407 

404 

402 

399 

397 

394 

391 

388 

385 

460 

458 

456 

454 

452 

450 

447 

445 

442 

439 

436 

432 

429 

426 

503 

502 

500 

498 

495 

493 

490 

487 

484 

481 

477 

473 

470 

466 

547 

545 

543 

541 

538 

535 

532 

529 

526 

522 

518 

514 

510 

506 

590 

588 

585 

583 

580 

577 

574 

570 

567 

563 

559 

554 

550 

545 

633 

630 

628 

625 

622 

619 

615 

612 

608 

603 

599 

594 

590 

585 

675 

672 

670 

667 

664 

660 

656 

652 

648 

644 

639 

634 

629 

623 

717 

714 

711 

708 

705 

701 

697 

693 

688 

683 

678 

673 

667 

662 














































242 


CAMBKIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 


Based on Gordon’s Formula P 


14 


50 000 
(12 L) 2 ’ 

36 000 r 2 


Safety factor 4. 


*§j 


p 





Depth 

of 

Channel. 

Weight 
of each 
Channel. 

Area 

of Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

» 

Inches. 

Lbs. per Foot. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

12 

14 

6 

8.0 

4.76 

2.34 

59 

58 

57 

55 

54 

52 

i i 

10.5 

6.18 

2.21 

76 

75 

73 

71 

69 

67 

a 

13.0 

7.64 

2.13 

94 

93 

90 

88 

85 

81 

n 

15.5 

9.12 

2.06 

112 

110 

107 

104 

100 

96 

7 

9.75 

5.70 

2.72 

71 

70 

69 

68 

66 

65 

ii 

12.25 

7.20 

2.59 

89 

88 

87 

85 

83 

81 

i 1 

14.75 

8.68 

2.50 

107 

106 

104 

102 

99 

96 

H 

17.25 

10.14 

2.44 

125 

124 

121 

119 

116 

112 

t i 

19.75 

11.62 

2.39 

144 

142 

139 

136 

132 

128 

8 

11.25 

6.70 

3.11 

83 

83 

82 

80 

79 

77 

( « 

13.75 

8.08 

2.99 

100 

99 

98 

97 

95 

93 

it 

16.25 

9.56 

2.89 

119 

117 

116 

114 

112 

109 

it 

18.75 

11.02 

2.82 

137 

135 

134 

131 

128 

125 

t i 

21.25 

12.50 

2.77 

155 

153 

151 

149 

145 

142 

9 

13.25 

7.78 

3.45 


96 

95 

94 

93 

91 

i i 

15.00 

8.82 

3.37 


109 

108 

107 

105 

103 

a 

20.00 

11.76 

3.20 


145 

143 

142 

139 

137 

a 

25.00 

14.70 

3.08 


181 

179 

177 

173 

170 

10 

15.0 

8.92 

3.84 


110 

110 

109 

107 

109 

i < 

20.0 

11.76 

3.66 


146 

144 

143 

141 

139 

t t 

25.0 

14.70 

3.52 


182 

180 

178 

176 

173 

i i 

30.0 

17.64 

3.41 


218 

216 

213 

210 

207 

i u 

35.0 

20.58 

3.31 


254 

251 

248 

245 

240 

12 

20.5 

12.06 

4.61 



149 

148 

147 

146 


25.0 

14.70 

4.43 



181 

180 

179 

177 

1 1 

30.0 

17.64 

4.28 



217 

216 

214 

211 


35.0 

20.58 

4.17 



254 

251 

249 

246 


40.0 

23.52 

4.09 



289 

287 

284 

281 

15 

33.0 

19.80 

5.59 



246 

244 

243 

241 


35.0 

20.58 

5.56 



255 

254 

252 

251 


40.0 

23.52 

5.44 



291 

290 

288 

286 


45.0 

26.48 

5.32 



328 

326 

324 

322 


50.0 

29.42 

5.23 



364 

363 

360 

357 


55.0 

32.36 

5.16 



400 

399 

396 

393 


For detail dimensions see page 204. 
















































CAMBRIA STEEL. 


243 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 

Based on Gordon’s Formula P = — 5 ?.^ Q T Q —-• Safety factor 4. 

(12 L ) 2 

^36 000 r* 



Length in Feet. 

Weight 
of each 
Channel. 

Depth 

of 

Channels. 

16 

18 

20 

22 

24 

26 

28 

30 

Lbs. per Foot. 

Inches. 

50 

48 

46 

44 

42 




8.0 

6 

64 

61 

58 

55 

52 




10.5 

44 

78 

74 

71 

67 

63 




13.0 

a 

92 

88 

83 

78 

74 

.... 

.... 


15.5 

44 

63 

61 

58 

56 

54 

52 



9.75 

7 

78 

76 

73 

70 

67 

64 



12.25 


93 

90 

86 

83 

79 

76 

• • • • 


14.75 

< 4 

108 

104 

100 

96 

92 

87 

• • • • 


17.25 


123 

119 

113 

108 

104 

98 

.... 


19.75 


76 

74 

72 

70 

68 

65 

63 

61 

11.25 

8 

90 

88 

86 

83 

80 

78 . 

75 

72 

13.75 


107 

104 

100 

97 

94 

90 

87 

83 

16.25 


122 

118 

115 

111 

107 

103 

99 

95 

18.75 


138 

134 

129 

124 

120 

115 

111 

106 

21.25 


90 

88 

86 

84 

82 

80 

77 

75 

13.25 

9 

101 

99 

97 

94 

92 

90 

87 

84 

15.00 


134 

131 

127 

124 

120 

116 

113 

109 

20.00 


166 

162 

157 

153 

149 

143 

139 

134 

25.00 


104 

102 

101 

99 

97 

95 

93 

90 

15.0 

10 

136 

134 

131 

128 

125 

122 

119 

116 

20.0 


170 

166 

163 

159 

155 

151 

146 

143 

25.0 


203 

198 

194 

189 

185 

179 

174 

168 

30.0 


236 

230 

225 

219 

213 

207 

201 

194 

35.0 


144 

142 

140 

138 

136 

134 

131 

129 

20.5 

12 

175 

172 

170 

167 

165 

161 

159 

155 

25.0 


209 

206 

203 

200 

198 

192 

187 

184 

30.0 


243 

240 

236 

231 

227 

223 

218 

213 

35.0 


277 

273 

268 

- 263 

258 

253 

248 

243 

40.0 


240 

238 

235 

233 

230 

228 

225 

222 

33.0 

15 

249 

247 

245 

242 

240 

236 

234 

230 

35.U 


284 

282 

279 

276 

273 

269 

266 

262 

40.0 


319 

316 

313 

310 

306 

302 

298 

294 

45.0 


354 

352 

348 

344 

339 

334 

329 

325 

50.0 

4{ 

390 

386 

381 

377 

372 

368 

362 

357 

55.0 



For detail dimensions see page 204. 























































244 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 * 

'36 000 r 2 


Safety factor 4. 



Depth 

of 

Channels. 

Weight 
of each 
Channel. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Inches. 

Lbs. per Foot. 

Sq. Ins. 

Inches. 

32 

34 

36 

38 

40 

9 

13 25 

7 78 

3 45 

73 

71 




41 

15 00 

882 

3 37 

81 

79 




<4 

20 00 

11 76 

3 20 

106 

101 




• it 

25 00 

14 70 

3 08 

129 

124 




it 

10 

15 0 

8 92 

3 84 

87 

85 

83 



44 

20 0 

11 76 

3 66 

113 

109 

106 



44 

25 0 

14 70 

3 52 

138 

134 

130 ' 



44 

30 0 

17 64 

3 41 

163 

158 

153 



44 

35 0 

20 58 

3 31 

188 

183 

176 



12 

20.5 

12.06 

4.61 

127 

124 

121 

119 

116 

44 

25.0 

14.70 

4.43 

152 

149 

146 

142 

139 

44 

30.0 

17.64 

4.28 

180 

176 

172 

167 

164 

44 

35.0 

20.58 

4.17 

208 

203 

199 

193 

188 

44 

40.0 

23.52 

4.09 

236 

231 

224 

218 

212 

15 

33.0 

19.80 

5.59 

219 

215 

213 

209 

206 

44 

35.0 

20.58 

5.56 

228 

224 

220 

217 

213 

44 

40.0 

23.52 

5.44 

258 

254 

250 

246 

241 

44 

45.0 

26.48 

5.32 

289 

284 

279 

275 

270 

44 

50.0 

29.42 

5.23 

320 

315 

309 

303 

299 

44 

55.0 

32.36 

5.16 

351 

344 

338 

332 

325 


For detail dimensions see page 204. 


SIZE OF LATTICE BARS TO BE USED WITH 
LATTICED CHANNEL COLUMNS. 


Depth 

of 

Channels. 

Dimension 

Ba 

w 

of Lattice 
rs. 

Thickness. 

Weight of 
Lattice Bars 
per Foot. 

Center of Hole 
to End of Bar. 
(a) 

Distance Center to Center 
of Rivets, (d) 

Maximum. 

Minimum. 

Inches. 

Inches. 

Inch. 

Pounds. 

Inch. 

6 

1 X 

X 

1.28 

m 

O' - 11 X" 

6X" 

7 

l X 

X 

1.49 

IX 

i' - 1 XT 

7X" 

8 

2 

A 

2.12 

IX 

1' - 3" 

8 H" 

9 

2 

A 

2.12 

IX 

1'- 4 X" 

9 XT 

10 

2 

Vs 

2.55 

IX 

i'- 6 y 2 " 

10ft* 

12 

2H 

X 

2.87 

IX 

i' - 10 y? 

13" 

15 

2 X 

X 

3.19 

ix 

2'- 2J4" 

15A" 


















































































CAMBRIA STEEL. 


245 


SAFE LOADS IN THOUSANDS OF POUNDS 
LATTICED CHANNEL COLUMNS. 
SQUARE ENDS. 

50 000 _ _ A . 

Safety factor 4. 


FOR 


Based on Gordon’s Formula P = 


14 


(12 L)s 


36 000 r* 




Length in Feet. 

Weight 
of each 
Channel. 

Depth 

of 

Channels. 

42 

44 

46 

48 

50 

52 

54 

Lbs. per Foot. 

Inches. 








13 25 

Q 








15 00 

<4 








20 00 









25 00 

ii 








15 0 

in 








20 0 

it 








25 0 

it 








30 0 

ti 








35 0 

n 

113 

111 

108 





20.5 

12 

135 

132 

128 





25.0 

ii 

159 

155 

151 





30.0 

it 

183 

178 

173 





35.0 

a 

206 

200 

196 





40.0 

a 

202 

199 

195 

192 

188 

184 

181 

33.0 

15 

210 

206 

203 

199 

194 

191 

187 

35.0 

ii 

238 

233 

228 

224 

220 

215 

211 

40.0 

a 

265 

260 

255 

250 

245 

239 

234 

45.0 

a 

293 

287 

281 

275 

269 

264 

258 

50.0 

11 

319 

314 

307 

301 

294 

287 

281 

55.0 

tt 


For detail dimensions see page 204. 


SIZE OF STAY PLATES TO BE USED WITH 
LATTICED CHANNEL COLUMNS. 


Minimum size of Stay 

Plates at Ends of Columns. 

Weight of 
Minimum 
Stay Plates. 

Diameter 

of 

Rivets. 

b 

Thickness. 

1 

Inches. 

Inch. 

Inches. 

Pounds. 

Inch. 

m 

K 

m 

4.38 

Vs 

9 M 

H 

10 

6.55 

Vs 

10H 

5 

16 

9 

8.37 

H 

11M 

■h 

12 

11.95 

H 

12 M 

Vs 

12 

15.62 

H 

UH 

Vs 

15 

22.73 

jjf 

m 

H 

15 

25.90 

H 


























































































































































246 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 


1 + 


(12 L)2 

36 000 r a 


Safety factor 4. 


h-—8-—>j 


1 


T 

d 




SERIES A. 


Weight 

of each 

Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area 

of Column 

Section. 

Least 

Radius of 

Gyration. 

Length in Feet 

• 

Lbs. per Foot. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

8 

M 

29.6 

8.76 

2.35 

108 

107 

105 

102 

ii 

TS 

33.0 

9.76 

2.35 

121 

119 

117 

114 

n 

Vs 

36.4 

10.76 

2.34 

133 

131 

129 

125 

a 

T6 

39.8 

11.76 

2.34 

145 

143 

141 

137 

a 

% 

43.2 

12.76 

2.34 

158 

155 

152 

149 

a 


46.6 

13.76 

2.34 

170 

167 

164 

160 

a 

% 

50.0 

14.76 

2.33 

182 

180 

176 

172 

10.5 

M 

34.6 

10.18 

2.27 

126 

124 

121 

118 

it 

llf 

38.0 

11.18 

2.27 

138 

136 

133 

130 

it 

Vs 

41.4 

12.18 

2.28 

150 

148 

145 

141 

t i 

T5 

44.8 

13.18 

2.28 

163 

160 

157 

153 

ii 

Vi 

48.2 

14.18 

2.28 

175 

173 

169 

165 

l i 


51.6 

15.18 

2.28 

187 

185 

181 

176 

ii 

% 

55.0 

16.18 

2.28 

200 

197 

193 

188 

13 

/ M 

39.6 

11.64 

2.20 

144 

141 

138 

135 

it 

fk 

43.0 

12.64 

2.21 

156 

154 

150 

146 

it 

% 

46.4 

13.64 

2.22 

168 

166 

162 

158 

it 

TS 

49.8 

14.64 

2.23 

181 

178 

174 

169 

i ( 

H 

53.2 

15.64 

2.23 

193 

190 

186 

181 

i i 

Tg 

56.6 

16.64 

2.24 

205 

202 

198 

. 192 

i i 

6 A 

60.0 

17.64 

2.24 

218 

214 

210 

204 

15.5 

M 

44.6 

13.12 

2.14 

162 

159 

155 

151 

i i 

A 

48.0 

14.12 

2.15 

174- 

171 

167 

162 


Vs 

51.4 

15.12 

2.16 

186 

183 

179 

174 


A 

54.8 

16.12 

2.17 

199 

195 

191 

186 



58.2 

17.12 

2.18 

211 

207 

203 

197 


A 

61.6 

18.12 

2.19 

224 

220 

215 

209 

H 

H ' 

65.0 

19.12 

2.19 

236 

232 

227 

220 


For detail dimensions see page 206. 












































CAMBRIA STEEL. 


247 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


14 


50 000 
(12 L) 2 ' 

36 000 r 2 


SERIES A. 


Safety factor 4. 


H-—8--- 




r 

4 




Length in Feet. 

Thickness 

of 

Plates. 

Weight 

of each 

Channel. 

12 

14 

16 

18 

20 

22 

24 

Inoh. 

Lbs. per Foot. 

99 

96 

92 

89 

85 

81 

77 

H 

8 

111 

107 

103 

99 

95 

90 

86 

16 

< ( 

122 

118 

114 

109 

104 

99 

94 

Vs 


133 

128 

124 

119 

114 

109 

103 

IT 

t i 

144 

139 

135 

129 

124 

118 

112 


i < 

156 

150 

145 

139 

133 

127 

121 

rs 


166 

161 

155 

149 

142 

136 

130 

Vs 


114 

110 

106 

102 

97 

92 

88 

'A 

10.5 

126 

121 

117 

112 

107 

102 

96 

rs 


137 

133 

127 

122 

116 

111 

106 

Vs 


148 

143 

138 

132 

126 

120 

114 

rs 


159 

154 

148 

142 

135 

130 

123 

A 


171 

165 

159 

152 

144 

139 

132 

is 


182 

176 

169 

162 

154 

148 

140 

Vs 


130 

125 

120 

115 

109 

104 

99 

'A 

13 

141 

136 

131 

125 

119 

113 

107 

5 

16 


153 

147 

141 

135 

129 

122 

116 

3 /6 


164 

158 

152 

145 

138 

131 

125 

rs 


175 

169 

162 

155 

148 

140 

133 

A 


186 

179 

173 

166 

158 

150 

143 

» 

16 


197 

190 

183 

176 

167 

159 

151 

Vs 


146 

140 

134 

128 

122 

115 

109 

A 

15.5 

157 

151 

145 

138 

131 

125 

118 

is 


170 

162 

155 

148 

140 

133 

127 

Vs 


180 

172 

165 

158 

150 

143 

135 

is 


191 

184 

176 

168 

160 

152 

144 

A, 


202 

195 

187 

178 

170 

162 

153 

16 


213 

205 

197 

188 

180 

171 

161 

Vs 



For detail dimensions see page 206. 












































248 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon's Formula P = 


SERIES 



l 


50 000 
(12 L) 2 ’ 

36 000 r 2 


A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thickness 

of 

Plates. 

Weight 

Column. 

Area 

of Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet 

• 

Lbs. per Foot. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

9.75 

M 

34.8 

10.20 

2.63 

126 

125 

123 

121 

II 

A 

38.6 

11.32 

2.63 

140 

139 

137 

134 

II 

H 

42.5 

12.45 

2.62 

154 

152 

150 

147 

II 

TS 

46.3 

13.58 

2.62 

168 

166 

163 

160 

II 

a 

50.1 

14.70 

2.62 

182 

180 

177 

174 

II 


53.9 

15.82 

2.62 

196 

194 

190 

187 

II 

A 

57.8 

16.95 

2.62 

210 

207 

204 

200 

12.25 

A 

39.8 

11.70 

2.55 

145 

143 

141 

138 

II 

ts 

43.6 

12.82 

2.56 

159 

157 

154 

151 

11 

A 

47.5 

13.95 

2.56 

173 

171 

168 

164 

11 

TS 

51.3 

15.08 

2.56 

187 

185 

182 

178 

II 

A 

55.1 

16.20 

2.57 

200 

198 

195 

191 

11 

lS 

58.9 

17.32 

2.57 

214 

212 

208 

204 

II 

A 

62.8 

18.45 

2.57 

228 

226 

222 

217 

14.75 

A 

44.8 

13.18 

2.49 

163 

161 

158 

155 

II 

TS 

48.6 

14.30 

2.50 

177 

175 

172 

168 

II 

Vs 

52.5 

15.43 

2.50 

191 

189 

185 

181 

II 

lS 

56.3 

16.56 

2.51 

205 

202 

199 

195 

II 

a 

60.1 

17.68 

2.52 

219 

216 

212 

208 

II 

'16 

63.9 

18.80 

2.52 

233 

230 

228 

221 

11 

6 A 

67.8 

19.93 

2.53 

247 

244 

239 

234 

17.25 

A 

49.8 

14.64 

2.42 

181 

178 

175 

171 

11 

5 

16 

53.6 

15.76 

2.43 

195 

192 

189 

185 

II 

Vs 

57.5 

16.89 

2.45 

209 

206 

202 

198 


16 

61.3 

18.02 

2.46 

223 

220 

216 

211 


A 

65.1 

19.14 

2.46 

237 

234 

229 

224 


TS 

68.9 

20.26 

2.47 

251 

248 

243 

238 


% 

72.8 

21.39 

2.48 

265 

261 

257 

251 

19.75 

a 

54.8 

16.12 

2.37 

199 

197 

193 

188 


TS 

58.6 

17.24 

2.38 

213 

210 

206 

201 


% 

62.5 

18.37 

2.40 

227 

224 

220 

214 


TS 

66.3 

19.50 

2.41 

241 

238 

234 

228 


A 

70.1 

20.62 

2.42 

255 

251 

247 

242 


TS 

73.9 

21.74 

2.43 

269 

265 

260 

255 


% 

77.8 

22.87 

2.44 

283 

279 

274 

268 


For detail dimensions see page 206. 









































CAMBRIA STEEL. 


249 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1-f 


50 000 
(12 L) 2 
36 000 r 2 


SERIES A. 


Safety factor 4. 


K —»-—H 

l.r \.... ruj 


1 


V 

4 




Length in Feet. 


12 

14 

16 

18 

20 

118 

115 

111 

108 

104 

130 

127 

123 

119 

115 

143 

140 

135 

131 

126 

156 

153 

148 

143 

138 

169 

165 

160 

154 

149 

182 

178 

172 

166 

161 

195 

190 

184 

178 

172 

134 

130 

126 

122 

118 

147 

143 

139 

134 

129 

160 

156 

151 

146 

140 

173 

168 

163 

158 

152 

186 

181 

176 

169 

163 

199 

194 

188 

181 

174 

212 

207 

200 

193 

185 

151 

146 

142 

136 

131 

164 

159 

154 

148 

142 

177 

171 

166 

160 

154 

190 

184 

178 

171 

165 

202 

196 

191 

184 

177 

215 

209 

203 

196 

188 

229 

222 

215 

207 

199 

166 

161 

156 

150 

143 

180 

174 

168 

162 

155 

193 

187 

181 

174 

166 

206 

199 

193 

186 

178 

218 

212 

205 

197 

190 

231 

224 

217 

209 

201 

245 

238 

229 

220 

212 

183 

177 

170 

164 

157 

196 

189 

183 

175 

168 

209 

202 

195 

187 

180 

222 

215 

208 

199 

191 

234 

227 

220 

211 

202 

248 

240 

231 

223 

214 

261 

253 

243 

235 

225 



Thickness 

of 

Plates. 

Weight 
of each 
Channel. 

22 

24 

26 

Inch. 

Lbs.per Ft. 

99 

96 

92 

14 

9.76 

110 

106 

102 

fs 

44 

121 

116 

112 

k 

44 

132 

127 

122 

44 

143 

137 

132 

Vi 

44 

154 

148 

142 

TS 

44 

165 

158 

152 

V S 

44 

113 

108 

103 

M 

12.26 

124 

118 

113 

TS 

1 < 

135 

129 

123 

Vs 

4 4 

145 

139 

133 

A 

4 4 

156 

150 

144 

Vi 

4 4 

167 

161 

154 

TS 


178 

171 

164 

Vs 

44 

126 

120 

115 

M 

14.75 

136 

131 

125 

TS 

44 

147 

141 

135 

Vs 

4 4 

158 

151 

144 

TS 

4 4 

170 

162 

155 

Vi 

4 4 

180 

173 

165 

TS 

4 4 

191 

183 

175 

Vs 


137 

131 

126 

M 

17.25 

148 

142 

135 

TS 

44 

159 

153 

146 

Vs 

44 

171 

163 

155 

TS 

4 4 

182 

173 

165 

H 


192 

184 

176 

A 


203 

194 

186 

H 


150 

143 

136 

H 

19.75 

161 

153 

146 

& 

44 

172 

164 

157 

Vs 


183 

174 

166 

TS 


194 

185 

177 

Vi 


204 

195 

186 

TS 


216 

207 

196 

Vs 



For detail dimensions see page 206. 













































260 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


k—IQ-—*j 


1 



4 




14 


SERIES 


50 000 
(12 L)* ' 

36 000 r 2 


A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thiokness 

of 

Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs. per Foot. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

12 

11.26 


39.5 

11.70 

2.98 

145 

144 

142 

140 

137 

ii 

A 

43.7 

12.95 

2.97 

161 

159 

157 

155 

152 

ii 


48.0 

14.20 

2.97 

176 

175 

172 

170 

167 

ii 

A 

52.3 

15.45 

2.96 

192 

190 

188 

185 

181 

i 4 


56.5 

16.70 

2.95 

207 

205 

203 

200 

196 

4 4 

A 

60.8 

17.95 

2.95 

223 

221 

219 

214 

210 

44 


65.0 

19.20 

2.95 

238 

236 

233 

229 

225 

13.75 

M 

44.5 

13.08 

2.92 

162 

161 

159 

156 

153 

4 4 

A 

48.7 

14.33 

2.92 

178 

176 

174 

171 

168 

44 

N 

53.0 

15.58 

2.92 

193 

191 

189 

186 

182 

4 4 

A 

57.3 

16.83 

2.91 

209 

207 

204 

201 

197 

it 

Vi 

61.5 

18.08 

2.91 

224 

222 

220 

216 

212 

4 4 

A 

65.8 

19.33 

2.91 

240 

237 

235 

231 

226 

4 4 

Vs 

70.0 

20.58 

2.91 

255 

253 

250 

246 

241 

16.26 

M 

49.5 

14.56 

2.86 

181 

179 

176 

173 

170 

4 4 

A 

53.7 

15.81 

2.87 

196 

194 

192 

188 

185 

4 4 


58.0 

17.06 

2.87 

212 

210 

207 

203 

199 

44 

A 

62.3 

18.31 

2.87 

227 

225 

222 

218 

214 

ii 

H 

66.5 

19.56 

2.87 

243 

240 

237 

233 

228 

4 4 

A 

70.8 

20.81 

2.87 

258 

256 

252 

248 

243 

ii 


75.0 

22.06 

2.87 

274 

271 

267 

263 

258 

18.75 


54.5 

16.02 

2.81 

199 

197 

194 

190 

186 

4 4 

A 

58.7 

17.27 

2.81 

214 

212 

209 

205 

201 

4 4 

Vs 

63.0 

18.52 

2.82 

230 

227 

224 

221 

216 

4 4 

A 

67.3 

19.77 

2.82 

245 

243 

240 

236 

230 

4 4 


71.5 

21.02 

2.83 

261 

258 

255 

250 

245 

4 4 

A 

75.8 

22.27 

2.83 

276 

274 

270 

265 

260 

4 4 


80.0 

23.52 

2.83 

292 

289 

285 

280 

275 

21.25 


59.5 

17.50 

2.76 

217 

215 

212 

208 

204 

4 4 

A 

63.7 

18.75 

2.77 

233 

230 

227 

223 

218 

4 4 


68.0 

20.00 

2.77 

248 

245 

242 

238 

233 

4 4 

A 

72.3 

21.25 

2.78 

264 

261 

257 

253 

247 

4 4 

Vi 

76.5 

22.50 

2.79 

279 

276 

272 

267 

262 

4 4 

A 

80.8 

23.75 

2.79 

295 

291 

287 

282 

276 

4 4 

Vs 

85.0 

25.00 

2.80 

310 

307 

302 

297 

291 


For detail dimensions see page 206. 











































CAMBRIA STEEL. 251 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = —-• Safety factor 4. 

■ (,12 L,) i 

"^36 000 r 2 , . 

H—-io-—>i 


1 



d 




SERIES A. 


Length in Feet. 

Thickness 

of 

Plates. 

Weight of 
each 
Channel. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

Inch. 

Lbs. per Foot. 

134 

131 

128 

124 

120 

116 

112 

108 

104 

X 

11.25 

149 

145 

141 

137 

133 

128 

124 

120 

115 

fs 


163 

159 

154 

150 

146 

141 

136 

131 

126 

Vs 


177 

173 

168 

163 

158 

153 

147 

142 

137 

A 


192 

187 

182 

176 

170 

165 

159 

153 

147 

Vi 


206 

201 

195 

189 

183 

178 

171 

165 

158 

it 


221 

215 

209 

203 

196 

190 

183 

177 

169 

% 


150 

146 

142 

138 

133 

129 

124 

119 

115 

x 

13.75 

164 

160 

155 

151 

146 

141 

136 

131 

126 



178 

174 

169 

164 

159 

153 

148 

142 

137 

% 


193 

188 

182 

177 

171 

166 

160 

153 

148 

A 


207 

202 

196 

190 

184 

178 

172 

164 

159 

Vi 


221 

216 

209 

203 

196 

190 

183 

176 

170 

-h 


236 

229 

223 

216 

209 

203 

195 

187 

181 

k 


166 

162 

157 

152 

147 

142 

137 

131 

126 

X 

16.25 

180 

176 

171 

165 

160 

154 

148 

143 

137 

a 


195 

189 

184 

178 

172 

166 

160 

154 

148 

% 


209 

203 

198 

191 

185 

178 

172 

165 

159 

a 


223 

217 

211 

204 

198 

191 

184 

177 

170 

Vi 


237 

231 

224 

217 

210 

203 

195 

188 

181 

■h 


252 

245 

238 

231 

223 

215 

207 

199 

191 

% 


182 

177 

172 

167 

161 

155 

149 

143 

137 

X 

18.75 

196 

191 

185 

180 

174 

167 

160 

154 

148 



210 

205 

199 

193 

186 

180 

173 

166 

160 

X 


225 

219 

212 

206 

199 

192 

185 

178 

171 

IS 


240 

233 

226 

219 

211 

204 

196 

189 

181 

Vi 


254 

246 

239 

232 

224 

216 

208 

200 

192 

■h 


268 

260 

253 

245 

236 

228 

220 

211 

203 

% 


198 

193 

187 

181 

174 

168 

162 

155 

148 

X 

21.25 

212 

207 

200 

194 

187 

180 

173 

166 

159 

A 


226 

220 

214 

207 

200 

192 

185 

178 

170 

X 


241 

234 

227 

220 

213 

205 

196 

189 

181 

-h 


256 

249 

241 

233 

225 

217 

209 

201 

192 

Vi 


270 

263 

254 

246 

238 

229 

221 

212 

202 

fs 


284 

277 

268 

260 

250 

241 

232 

223 

214 

Vs 



For detail dimensions see page 206. 































































252 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = - 

1 


K—u--- 




T 

4 




SERIES 


50 000 
(12 L) 2 * 

36 000 r a 


A. 


Safety factor 4. 


Weight of 

each 

Channel. 

Thick¬ 
ness of 

Plates. 

Weight 

of 

Column. 

Area of 

Column 

Section. 

Least 

Radius of 

Gyration. 

Length in Feet. 

Lbs. per Ft. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

13.25 

H 

45.2 

13.28 

3.34 

164 

162 

160 

158 

155 

152 

i i 

5 

49.9 

14.66 

3.32 

181 

179 

177 

174 

171 

168 

it 

H 

54.6 

16.03 

3.31 

198 

196 

193 

191 

187 

183 

if 


59.2 

17.40 

3.30 

215 

213 

210 

207 

203 

199 

i i 

y 2 

63.9 

18.78 

3.29 

232 

229 

227 

223 

219 

214 

<1 

& 

68.5 

20.16 

3.28 

249 

246 

243 

239 

235 

230 

41 

% 

73.3 

21.53 

3.28 

266 

263 

260 

255 

251 

246 

15 

H 

48.7 

14.32 

3.29 

177 

175 

173 

170 

167 

163 

44 

’1z 

53.4 

15.70 

3.28 

194 

192 

189 

186 

183 

179 

44 

Vs 

58.1 

17.07 

3.28 

211 

209 

206 

202 

199 

195 

44 

TH 

62.7 

18.44 

3.27 

228 

225 

222 

219 

215 

210 

44 

y 2 

67.4 

19.82 

3.26 

245 

242 

239 

235 

231 

226 

44 

TS 

72.0 

21.20 

3.26 

262 

259 

255 

251 

247 

242 

44 

% 

76.8 

22.57 

3.25 

279 

275 

272 

267 

263 

257 

20 

y 

58.7 

17.26 

3.19 

213 

210 

208 

204 

200 

196 

4 4 

TS 

63.4 

18.64 

3.19 

230 

227 

224 

220 

216 

212 

44 

Vs 

68.1 

20.01 

3.19 

247 

244 

241 

236 

232 

227 

4 4 

TS 

72.7 

21.38 

3.19 

263 

261 

257 

253 

248 

243 

4 4 

y 2 

77.4 

22.76 

3.19 

280 

278 

274 

269 

264 

259 

4 4 

a 

82.0 

24.14 

3.19 

297 

294 

291 

285 

280 

274 

4 4 


86.8 

25.51 

3.18 

314 

311 

307 

301 

296 

290 

25 

y 

68.7 

20.20 

3.10 

249 

246 

243 

238 

234 

228 

4 4 

TS 

73.4 

21.58 

3.11 

266 

263 

259 

254 

250 

244 

4 4 

Vs 

78.1 

22.95 

3.11 

283 

279 

276 

270 

265 

260 

4 4 

TS 

82.7 

24.32 

3.12 

300 

296 

292 

287 

281 

275 

4 4 

y 2 

87.4 

25.70 

3.12 

317 

313 

309 

304 

297 

291 

4 4 


92.0 

27.08 

3.12 

334 

330 

325 

320 

313 

307 

4 4 


96.8 

28.45 

3.12 

351 

346 

342 

336 

329 

322 


For detail dimensions see page 206. 












































CAMBRIA STEEL. 


253 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 


(12 L )2 


Safety factor 4. 


H 


36 000 r 2 


SERIES A. 


-A. 

~n'-' 

~>| 
-r\-l 



■cr 1 

A 


k 






- 





Thickness 

Weight of 




Length in Feet. 




of 

each 










Plates. 

Channel. 

18 

20 

22 

24 

26 

28 

30 

32 

34 

Inch. 

Lbs. per Foot. 

149 

145 

141 

137 

134 

129 

125 

121 

117 

X 

13.25 

164 

160 

156 

152 

147 

143 

138 

134 

129 

5 

16 


179 

175 

171 

165 

160 

155 

150 

146 

141 

% 


194 

189 

184 

179 

174 

169 

163 

158 

153 

TS 


209 

204 

199 

194 

188 

182 

176 

171 

165 

X 


225 

219 

214 

208 

202 

195 

189 

182 

176 

TS 


240 

234 

228 

222 

215 

209 

202 

194 

188 

X 


160 

156 

152 

148 

143 

139 

134 

130 

126 

X 

15 

175 

171 

166 

162 

157 

152 

147 

142 

137 

5 

16 


190 

186 

181 

176 

171 

166 

160 

154 

149 

% 


206 

201 

195 

190 

184 

178 

172 

167 

161 

TS 


221 

216 

210 

203 

197 

191 

185 

179 

173 

X 


236 

252 

231 

245 

225 

238 

217 

231 

211 

225 

204 

218 

198 

211 

191 

204 

185 

196 

& 

it 

192 

186 

181 

176 

170 

165 

159 

154 

148 

X 

20 

207 

201 

196 

190 

184 

178 

172 

166 

160 

16 


222 

216 

210 

204 

197 

191 

185 

179 

172 

X 


237 

231 

224 

218 

211 

204 

197 

191 

183 

16 


253 

246 

239 

232 

224 

217 

210 

203 

195 

X 


268 

260 

253 

246 

238 

230 

223 

216 

207 

'16 


282 

275 

268 

260 

251 

243 

236 

226 

219 

Vs 


223 

216 

210 

204 

197 

191 

183 

177 

170 

X 

25 

238 

232 

224 

218 

210 

204 

197 

189 

183 

■ TS 


253 

246 

239 

232 

224 

217 

210 

201 

194 

H 


268 

261 

253 

246 

238 

230 

222 

213 

206 


If 

283 

276 

267 

260 

252 

243 

235 

226 

218 



298 

291 

282 

274 

265 

256 

247 

238 

229 

TS 

a 

313 

306 

296 

287 

279 

269 

260 

250 

241 

v% 


For detail dimensions see page 206. 

























































254 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 
36 000 r 2 


<— 12 -— 
r\ , -. rv 4 


UOl 


r 

4 




SERIES A. 


Safety factor 4. 


Weight 

Thick- 

Weight 

Area of 

Least 







of each 

ness of 

of 

Column 

Radius of 


Length 

in Feet. 


Channel. 

Plates. 

Column. 

Section. 

Gyration. 







Lbs. per Ft. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

15 

M 

50.4 

14.92 

3.62 

184 

183 

181 

179 

176 

173 

4 4 

5 

16 

55.5 

16.42 

3.61 

203 

201 

199 

197 

193 

191 

4 4 

Vs 

60.6 

17.92 

3.59 

221 

220 

217 

215 

211 

207 

44 

iV 

65.7 

19.42 

3.58 

240 

238 

235 

232 

229 

225 

44 


70.8 

20.92 

3.58 

259 

257 

254 

250 

247 

242 

44 


75.9 

22.42 

3.57 

277 

275 

272 

268 

264 

259 

44 

% 

81.0 

23.92 

3.56 

296 

293 

290 

286 

282 

277 

20 

X A 

60.4 

17.76 

3.52 

219 

217 

215 

212 

209 

205 

44 

A 

65.5 

19.26 

3.52 

238 

236 

233 

230 

226 

223 

44 

Vs 

70.6 

20.76 

3.51 

257 

254 

252 

248 

244 

239 

44 

-16 

75.7 

22.26 

3.51 

275 

272 

270 

266 

262 

257 

44 

X A 

80.8 

23.76 

3.51 

294 

291 

288 

284 

279 

274 

44 

Tg 

85.9 

25.26 

3.50 

312 

309 

305 

302 

297 

291 

44 

Ys 

91.0 

26.76 

3.50 

331 

328 

324 

320 

314 

308 

25 

X 

70.4 

20.70 

3.42 

255 

253 

250 

247 

242 

238 

44 


75.5 

22.20 

3.43 

274 

272 

268 

265 

260 

255 

44 

Vs 

80.6 

23.70 

3.43 

293 

290 

287 

282 

278 

272 

4 4 •» 

1 5 

85.7 

25.20 

3.43 

311 

308 

305 

300 

295 

289 

44 

Ai 

90.8 

26.70 

3.43 

330 

327 

323 

318 

313 

307 

44 

'16 

95.9 

28.20 

3.44 

348 

345 

341 

336 

330 

324 

44 

% 

101.0 

29.70 

3.44 

367 

364 

359 

355 

348 

341 

30 

X 

80.4 

23.64 

3.33 

292 

289 

285 

281 

276 

271 

44 

^6 

85.5 

25.14 

3.34 

310 

307 

303 

299 

294 

288 

44 

Vs 

90.6 

26.64 

3.35 

329 

325 

321 

317 

311 

305 

44 

16 

95.7 

28.14 

3.36 

347 

344 

340 

334 

329 

322 

44 

Vi 

100.8 

29.64 

3.36 

366 

362 

358 

352 

346 

339 

44 

16 

105.9 

31.14 

3.37 

384 

380 

376 

370 

364 

358 


b /8 

111.0 

32.64 

3.37 

403 

399 

394 

388 

381 

375 

35 

X 

90.4 

26.58 

3.26 

328 

324 

320 

315 

309 

303 


■16 

95.5 

28.08 

3.27 

347 

343 

338 

333 

327 

320 


Vs 

100.6 

29.58 

3.28 

365 

361 

357 

351 

344 

337 



105.7 

31.08 

3.29 

384 

380 

375 

369 

362 

354 


X A 

110.8 

32.58 

3.29 

402 

398 

393 

387 

379 

372 


TS 

115.9 

34.08 

3.30 

421 

416 

411 

405 

398 

390 


% 

121.0 

35.58 

3.31 

439 

435 

429 

423 

415 

407 


For detail dimensions see page 207. 














































CAMBRIA STEEL. 


255 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 

. SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 
(12 L ) 2 
36 000 r 2 


SERIES A. 


Safety factor 4. 


K—12'-'—H 




p* 





Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of eaoh 
Channel. 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

Inch. 

Lbs.per Ft. 

170 

166 

162 

159 

154 

151 

146 

142 

138 

134 

M 

15 

187 

183 

179 

175 

170 

165 

161 

156 

152 

147 

A 

<1 

204 

199 

195 

190 

186 

180 

175 

170 

165 

160 

% 

it 

221 

216 

211 

206 

200 

195 

189 

184 

178 

172 

rj 

II 

238 

232 

228 

222 

216 

210 

204 

199 

192 

186 

H 

II 

255 

249 

243 

238 

231 

225 

219 

212 

206 

199 


II 

271 

266 

259 

253 

246 

239 

233 

226 

218 

212 

Vs 

II 

201 

196 

192 

187 

182 

177 

172 

167 

161 

157 


20 

218 

213 

208 

203 

197 

192 

187 

181 

175 

170 

■A 

II 

235 

230 

224 

219 

213 

207 

201 

195 

189 

182 

Ks 

II 

252 

246 

240 

235 

228 

222 

216 

209 

202 

195 

A 

II 

269 

263 

256 

251 

244 

236 

230 

223 

216 

209 

Vi 

II 

286 

279 

272 

265 

259 

251 

244 

237 

229 

222 

■h 

U 

303 

296 

289 

281 

274 

266 

258 

251 

243 

235 

V* 

II 

233 

228 

222 

216 

210 

204 

198 

191 

186 

180 

Vi 

25 

250 

245 

238 

232 

225 

219 

213 

206 

199 

193 

-h 


267 

261 

255 

248 

241 

233 

227 

220 

213 

206 

v% 


284 

278 

271 

263 

256 

248 

242 

234 

226 

219 

tV 


301 

294 

287 

279 

271 

263 

256 

248 

240 

232 

l A 


318 

311 

303 

295 

286 

279 

271 

262 

253 

245 

A 


335 

327 

319 

310 

302 

294 

285 

276 

267 

258 

% 


265 

258 

252 

245 

238 

230 

223 

216 

209 

201 

V*. 

30 

281 

275 

268 

260 

253 

245 

237 

230 

222 

214 

-h 


298 

291 

284 

276 

268 

260 

252 

243 

237 

228 

% 


315 

307 

301 

293 

284 

276 

267 

258 

250 

241 

iV 


332 

324 

317 

308 

299 

290 

281 

272 

263 

254 

A 


350 

342 

333 

324 

315 

305 

296 

286 

276 

267 

rs 


337 

358 

349 

339 

330 

320 

310 

300 

290 

280 

6 A 


296 

289 

282 

273 

265 

256 

248 

240 

232 

224 

M 

35 

313 

306 

298 

289 

279 

271 

262 

254 

245 

237 

TS 


330 

322 

313 

305 

296 

287 

278 

267 

258 

249 

% 


347 

338 

329 

320 

311 

301 

292 

282 

273 

263 

'h 


363 

354 

345 

336 

326 

316 

306 

296 

286 

276 

A 


380 

371 

361 

351 

341 

330 

320 

310 

299 

289 

■16 


398 

389 

379 

367 

356 

345 

334 

323 

312 

301 

6 A 



For detail dimensions see page 207. 


















































256 


CAMBKIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. • 


Based on Gordon’s Formula P = 


1-f 


50 000 
(12 L)2 * 

'36 000 r 2 


h— 





4 




SERIES A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration 

Length in Feet. 

Lbs.perPt. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

20.5 

X 

64.8 

19.06 

4.41 

235 

233 

232 

229 

227 

223 

220 

217 

i i 

'lS 

70.8 

20.81 

4.38 

257 

255 

253 

250 

247 

244 

240 

236 

ii 

Vs 

76.7 

22.56 

4.36 

278 

276 

273 

271 

267 

264 

260 

256 

ii 

TS 

82.7 

24.31 

4.34 

300 

298 

295 

292 

288 

285 

280 

275 

ii 

X 

88.6 

26.06 

4.32 

321 

319 

316 

313 

309 

304 

300 

295 

it 

-16 

94.6 

27.81 

4.30 

343 

340 

337 

333 

330 

325 

319 

315 

ii 

X 

100.5 

29.56 

4.28 

364 

362 

358 

354 

350 

345 

339 

335 

25 

X 

73.8 

21.70 

4.35 

268 

266 

263 

261 

257 

254 

250 

246 

i i 

A 

79.8 

23.45 

4.32 

289 

287 

284 

282 

278 

274 

270 

266 

i t 

y% 

85.7 

25.20 

4.31 

311 

308 

305 

303 

299 

294 

290 

285 

a 

16 

91.7 

26.95 

4.29 

332 

330 

327 

323 

319 

315 

310 

305 

a 

X A 

97.6 

28.70 

4.27 

354 

351 

348 

344 

340 

335 

330 

324 

a 

VS 

103.6 

30.45 

4.26 

375 

373 

369 

365 

360 

356 

350 

343 

a 

X 

109.5 

32.20 

4.25 

397 

393 

390 

386 

381 

376 

370 

363 

30 

X 

83.8 

24.64 

4.27 

304 

302 

299 

295 

292 

288 

283 

278 

it 

5 

16 

89.8 

26.39 

4.26 

325 

323 

320 

316 

312 

308 

303 

298 

it 

X 

95.7 

28.14 

4.25 

347 

344 

341 

337 

333 

329 

323 

317 

it 

T6 

101.7 

29.89 

4.23 

368 

365 

362 

358 

353 

348 

343 

337 

ii 

Vi 

107.6 

31.64 

4.22 

390 

387 

383 

379 

374 

368 

363 

357 

ii 

16 

113.6 

33.39 

4.21 

411 

408 

404 

400 

395 

389 

382 

377 

ii 

% 

119.5 

35.14 

4.21 

433 

429 

425 

421 

415 

409 

402 

396 

35 

X 

93.8 

27.58 

4.19 

340 

337 

334 

330 

326 

321 

316 

310 

i i 

-16 

99.8 

29.33 

4.18 

361 

358 

355 

351 

347 

341 

336 

330 

i l 

Vs 

105.7 

31.08 

4.18 

383 

380 

376 

372 

367 

362 

356 

349 

i i 

TS 

111.7 

32.83 

4.17 

405 

401 

397 

392 

388 

382 

376 

369 

i i 

X 

117.6 

34.58 

4.16 

426 

422 

418 

413 

409 

402 

396 

389 

i i 

VS 

123.6 

36.33 

4.16 

448 

444 

439 

434 

429 

423 

416 

408 

t( 

Vs 

129.5 

38.08 

4.15 

469 

465 

461 

455 

449 

443 

436 

428 

40 

X 

103.8 

30.52 

4.13 

376 

373 

369 

365 

360 

354 

349 

343 

< < 

-TS 

109.8 

32.27 

4.12 

398 

394 

390 

386 

380 

374 

368 

363 

it 

Vs 

115.7 

34.02 

4.12 

419 

416 

411 

406 

401 

395 

388 

382 

a 

vs 

121.7 

35.77 

4.12 

441 

437 

433 

427 

421 

415 

408 

402 

t i 

X 

127.6 

37.52 

4.11 

462 

458 

454 

448 

442 

435 

428 

420 

i t 

A 

133.6 

39.27 

4.11 

484 

480 

475 

469 

463 

456 

448 

440 

t i 

X 

139.5 

41.02 

4.11 

505 

501 

496 

490 

483 

476 

468 

459 


For detail dimensions see page 207. 

















































CAMBRIA STEEL. 


257 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 


1-f 


(12 L )2 


36 000 r 2 


Safety factor 4. 




SERIES A. 




r 

d 




Length in Feet. 


For detail dimensions see page 207. 


24 

26 

28 

30 

32 

34 1 

36 

38 

40 

42 

44 

Inch. 

Lbs. per 

213 

209 

206 

201 

196 

193 

188 

184 

179 

175 

170 

H 

20.5 

232 

228 

223 

220 

214 

209 

205 

200 

195 

190 

186 

7S 


252 

246 

242 

237 

232 

227 

221 

216 

211 

206 

200 

A 


271 

266 

260 

255 

249 

244 

238 

232 

227 

223 

216 



289 

285 

279 

274 

267 

261 

255 

249 

242 

237 

230 

Vi 


309 

304 

297 

291 

285 

278 

271 

265 

258 

251 

245 

A 


328 

322 

316 

309 

302 

296 

288 

281 

274 

267 

259 

A 


242 

237 

233 

228 

223 

218 

213 

208 

203 

197 

193 

H 

25 

260 

256 

251 

246 

240 

235 

230 

224 

218 

213 

207 

A 


280 

275 

269 

263 

258 

252 

246 

241 

234 

229 

222 

% 


299 

293 

288 

282 

275 

270 

263 

256 

250 

243 

237 

A 


319 

312 

306 

300 

293 

286 

280 

272 

265 

259 

252 

A 


338 

331 

324 

318 

311 

303 

295 

289 

281 

273 

267 

TS 


358 

350 

343 

335 

329 

320 

312 

306 

297 

289 

281 

A 


274 

268 

262 

257 

251 

245 

240 

234 

228 

223 

216 

A 

30 

293 

287 

281 

276 

269 

263 

256 

250 

244 

237 

232 

rs 


313 

306 

300 

293 

287 

280 

273 

267 

260 

253 

246 

A 


331 

325 

318 

311 

304 

297 

290 

282 

275 

268 

261 



350 

343 

337 

329 

321 

313 

307 

299 

291 

282 

276 

A 


369 

362 

354 

347 

339 

331 

322 

315 

307 

298 

290 

IJf 


389 

381 

372 

365 

357 

348 

339 

332 

323 

314 

305 

A 


305 

324 

299 

318 

292 

311 

286 

304 

280 

296 

273 

290 

266 

283 

259 

275 

253 

268 

246 

262 

239 

254 

A 

35 

1 1 

344 

337 

329 

322 

314 

308 

300 

292 

284 

277 

270 

A 

1 ( 

362 

356 

348 

340 

332 

323 

317 

308 

300 

291 

283 

fs 


381 

375 

366 

358 

349 

341 

332 

325 

316 

307 

298 

Vi 

1 4 

400 

394 

385 

376 

367 

358 

349 

341 

332 

323 

313 

\Z 

II 

420 

411 

404 

394 

385 

375 

365 

356 

348 

338 

328 

S A 


336 

329 

322 

314 

308 

301 

293 

285 

277 

269 

262 

A 

40 

1 1 

356 

348 

340 

333 

324 

316 

310 

301 

293 

285 

277 

lT? 

II 

375 

367 

359 

351 

342 

333 

326 

318 

309 

300 

292 

A 

11 

394 

386 

377 

369 

360 

351 

343 

334 

325 

316 

307 

T6 

II 

413 

405 

396 

387 

377 

368 

358 

350 

341 

331 

322 

l A 

11 

433 

424 

412 

405 

395 

385 

375 

367 

357 

34/ 

337 

T6 

II 

452 

442 

433 

423 

412 

402 

391 

383 

373 

362 

352 

A 



Thick¬ 
ness of 
Plates. 


Weight 
of each 
Channel. 






































































258 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 

\ Ll » 


1 J 




it* 


Sa* 

u • 


SERIES 


50 000 
(12 L) 2 
'36 000 r* 


A. 


Safety factor 4. 


Weight 

Thick- 

Weight 

Area of 

Least 










of each 

ness of 

of 

Column 

Radius of 



Length in Feet. 



Channel. 

Plates. 

Column. 

Section. 

Gyration. 










Lbs.perFt. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

33 

H 

109.4 

32.55 

5 41 

399 

396 

393 

390 

386 

381 

378 

373 

367 

<4 

l 3 ? 

116.6 

34.68 

5.38 

425 

422 

418 

415 

411 

406 

401 

397 

391 

14 

A 

123.8 

36.80 

5.36 

451 

448 

444 

440 

436 

431 

426 

420 

415 

44 


131.0 

38.92 

5.33 

476 

474 

470 

465 

460 

456 

450 

444 

437 

4 4 

Vs 

138.2 

41.05 

5.31 

502 

500 

495 

490 

485 

481 

475 

468 

461 

44 

» 

145.4 

43.18 

5.29 

529 

526 

521 

516 

510 

504 

499 

492 

485 

44 

H 

152.7 

45.30 

5.24 

555 

550 

545 

541 

535 

529 

522 

515 

509 

35 

Vs 

113.4 

33.33 

5.40 

409 

406 

402 

399 

395 

390 

387 

381 

376 

4 4 

TS 

120.6 

35.46 

5.37 

435 

432 

428 

424 

420 

415 

410 

406 

400 

44 

A 

127.8 

37.58 

5.35 

461 

457 

453 

449 

445 

440 

435 

429 

424 

44 

rs 

135.0 

39.70 

5.32 

486 

483 

479 

474 

469 

465 

459 

453 

446 

44 

Vs 

142.2 

41.83 

5.30 

512 

509 

505 

500 

494 

488 

484 

477 

470 

44 

tt 

149.4 

43.96 

5.28 

538 

534 

530 

525 

520 

513 

508 

501 

494 

44 

% 

156.7 

46.08 

5.27 

564 

560 

556 

551 

545 

538 

531 

525 

518 

40 

Vs 

123.4 

36.27 

5.35 

445 

441 

438 

433 

430 

425 

419 

414 

409 

4 4 

16 

130.6 

38.40 

5.33 

470 

467 

463 

459 

454 

450 

444 

438 

432 

44 

V2 

137.8 

40.52 

5.31 

496 

493 

489 

484 

479 

475 

469 

462 

455 

4 4 

T6 

145.0 

42.64 

5.29 

522 

519 

514 

509 

504 

498 

493 

486 

479 

4 4 

Vs 

152.2 

44.77 

5.27 

548 

544 

540 

535 

529 

523 

516 

511 

503 

44 

tt 

159.4 

46.90 

5.26 

574 

570 

566 

560 

554 

548 

540 

535 

527 

44 

V 

166.7 

49.02 

5.24 

600 

595 

590 

586 

579 

572 

565 

557 

551 

45 

Vs 

133.4 

39.23 

5.31 

480 

477 

473 

469 

464 

459 

454 

447 

441 

4 4 

16 

140.6 

41.36 

5.29 

506 

503 

499 

494 

489 

483 

478 

472 

465 


a 

147.8 

43.48 

5.27 

532 

528 

525 

519 

514 

508 

501 

496 

489 


& 

155.0 

45.60 

5.25 

558 

554 

550 

545 

539 

532 

525 

518 

512 


Vs 

162.2 

47.73 

5.24 

584 

580 

575 

570 

564 

557 

550 

542 

536 


H 

169.4 

49.86 

5.23 

610 

606 

600 

596 

589 

582 

575 

567 

558 


% 

176.7 

51.98 

5.21 

636 

631 

626 

619 

614 

607 

599 

591 

582 

50 

Vs 

143.4 

42.17 

5.26 

516 

512 

509 

504 

498 

492 

486 

481 

474 


16 

150.6 

44.30 

5.24 

542 

538 

533 

529 

524 

517 

511 

503 

498 


A 

157.8 

46.42 

5.23 

568 

564 

559 

555 

549 

542 

535 

528 

520 


■h 

165.0 

48.54 

5.21 

594 

590 

584 

578 

574 

567 

559 

552 

543 


Vs 

172.2 

50.67 

5.20 

620 

615 

610 

604 

599 

592 

584 

576 

567 


XX 

16 

179.4 

52.80 

5.19 

646 

641 

636 

629 

622 

616 

608 

600 

591 


V 

186.7 

54.92 

5.18 

672 

667 

661 

654 

647 

641 

633 

624 

615 

65 

Vs 

153.4 

45.11 

5.21 

552 

548 

543 

538 

533 

527 

520 

513 

505 


ft 

160.6 

47.24 

5.19 

578 

574 

569 

563 

557 

552 

544 

537 

529 


A 

167.8 

49.36 

5.18 

604 

600 

594 

588 

582 

576 

569 

561 

553 


-h 

175.0 

51.48 

5.17 

630 

625 

620 

613 

607 

599 

593 

585 

576 


Vs 

182.2 

53.61 

5.16 

656 

651 

645 

639 

632 

624 

616 

609 

600 



189.4 

55.74 

5.15 

682 

677 

671 

664 

657 

649 

640 

633 

624 


H 

196.7 

57.86 

5.14 

708 

703 

696 

689 

682 

673 

665 

655 

648 


For detail dimensions see page 207. 



































































































































260 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
, (12 L) 2 

^36 000 r* 


Safety factor 4. 



SERIES B. 


Weight of 

each 

Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area 

of Column 

Section. 

Least 

Radius of 

Gyration. 

Length in Feet. 

Lbs. per Foot. 

Inch. 

Lbs.perFt. 

S<i. Ins. 

Inches. 

4 

6 

8 

10 

12 

8 

Ya 

31.3 

9.26 

2.74 

115 

114 

112 

110 

107 

il 

is 

35.1 

10.39 

2.73 

129 

127 

126 

123 

121 

<4 

H 

39.0 

11.51 

2.71 

142 

141 

139 

136 

134 

44 

TS 

42.8 

12.64 

2.70 

156 

155 

153 

150 

147 

44 

Y 

46.6 

13.76 

2.70 

170 

169 

166 

163 

160 

44 

16 

50.4 

14.89 

2.69 

184 

183 

180 

176 

172 

44 

% 

54.3 

16.01 

2.68 

198 

196 

193 

190 

185 

10.5 

Ya 

36.3 

10.68 

2.68 

132 

131 

129 

126 

123 

a 

ts 

40.1 

11.81 

2.67 

146 

145 

142 

140 

137 

44 

% 

44.0 

12.93 

2.66 

160 

158 

156 

153 

150 

44 

is 

47.8 

14.06 

2.66 

174 

172 

170 

166 

163 

44 

Yi 

51.6 

15.18 

2.65 

188 

186 

183 

179 

176 

44 

16 

55.4 

16.31 

2.65 

202 

200 

197 

193 

189 

44 

% 

59.3 

17.43 

2.65 

216 

213 

210 

206 

202 

13 

Ya 

41.3 

12.14 

2.54 

150 

148 

146 

143 

139 

4 4 

1*6 

45.1 

13.27 

2.62 

164 

162 

160 

157 

153 

44 

H 

49.0 

14.39 

2.62 

178 

176 

173 

170 

164 

4 4 

TS 

52.8 

15.52 

2.62 

192 

190 

187 

183 

179 


Y2 

56.6 

16.64 

2.61 

206 

204 

200 

197 

192 


TS 

60.4 

17.77 

2.61 

220 

218 

214 

210 

205 


Ys 

64.3 

18.89 

2.61 

234 

231 

227 

223 

218 

15.5 

Ya 

46.3 

13.62 

2.47 

169 

166 

164 

160 

155 


5 

16 

50.1 

14.75 

2.54 

183- 

180 

178 

174 

169 


H 

54.0 

15.87 

2.57 

196 

194 

191 

187 

182 


is 

57.8 

17.00 

2.57 

210 

208 

205 

200 

195 


Yi 

61.6 

18.12 

2.57 

224 

222 

218 

214 

208 


fs 

65.4 

19.25 

2.57 

238 

236 

232 

227 

221 


% 

69.3 

20.37 

2.57 

252 

249 

245 

240 

234 


For detail dimensions see page 208. 










































CAMBRIA STEEL. 


261 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = —- ^° T °. -■ Safety factor 4. 

A * 36 000 r 2 


SERIES 6. 


K—9--->} 





4 




Length in Feet. 

Thickness 

of 

Plaies. 

Weight 

of each 

Channel. 

14 

16 

18 

20 

22 

24 

26 

28 

Inch. 

Lbs.perFt. 

105 

102 

99 

95 

92 

88 

85 

82 


8 

118 

114 

111 

107 

103 

99 

95 

91 

fa 

a 

130 

126 

123 

118 

114 

109 

105 

101 

Vs 

it 

143 

139 

134 

130 

125 

120 

115 

110 

fa 

a 

155 

151 

146 

141 

136 

131 

126 

120 

Vi 

i i 

168 

163 

158 

153 

147 

141 

135 

130 

fa 

a 

181 

175 

170 

163 

158 

151 

145 

140 

Vs 

11 

120 

116 

113 

108 

105 

100 

96 

92 

V 

10.5 

133 

129 

125 

121 

116 

111 

107 

102 

ins 

i i 

145 

141 

136 

132 

127 

122 

117 

112 

Vs 


158 

154 

148 

143 

138 

133 

127 

122 

fa 


171 

166 

160 

155 

149 

143 

137 

131 

Vi 


183 

178 

172 

166 

160 

153 

147 

141 

fa 


196 

190 

184 

178 

171 

164 

157 

151 

Vs 


135 

131 

126 

121 

116 

112 

107 

102 

V 

13 

149 

144 

139 

135 

129 

124 

119 

114 

fa 


162 

157 

151 

146 

134 

134 

129 

123 

Vs 


174 

169 

163 

158 

151 

145 

139 

133 

7 

16 


186 

181 

175 

168 

162 

155 

149 

143 

Vi 


199 

193 

187 

180 

173 

166 

159 

152 

16 


211 

206 

198 

191 

184 

176 

169 

162 

Vs 


151 

146 

140 

135 

129 

124 

118 

113 

V 

15.5 

164 

159 

153 

148 

142 

136 

130 

124 

5 

16 


178 

172 

166 

160 

153 

147 

141 

134 

Vs 


190 

184 

178 

171 

164 

158 

151 

144 

fa 


203 

196 

189 

182 

175 

168 

161 

154 

Vi 


215 

209 

201 

194 

186 

179 

171 

163 

fa 


228 

221 

213 

205 

196 

189 

181 

173 

Vs 



For detail dimensions see page 208. 









































262 . CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 ' 

36 000 r 2 


k-n---* 


1 


r 

d 




SERIES B. 


Safety factor 4. 


Weight 
of each 
Channel 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lhs. per Ft. 

Inch. 

Lhs.per Ft. 

Sq. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

9.75 

K 

38.2 

11.20 

3.20 

138 

137 

135 

132 

130 

127 

n 

re 

42.9 

12.58 

3.27 

155 

154 

151 

149 

146 

143 

u 


47.6 

13.95 

3.33 

172 

170 

168 

166 

163 

160 

<i 

* 

52.2 

15.32 

3.35 

189 

187 

185 

182 

179 

175 

ii 


56.9 

16.70 

3.34 

206 

204 

202 

198 

195 

191 

ii 

re 

61.5 

18.08 

3.33 

223 

221 

218 

215 

211 

207 

ii 


66.3 

19.45 

3.32 

240 

238 

235 

231 

227 

223 

12.25 

K 

43.2 

12.70 

3.08 

156 

155 

153 

150 

147 

143 

it 

A 

47.9 

14.08 

3.16 

173 

172 

169 

166 

163 

159 

II 

Ks 

52.6 

15.45 

3.22 

190 

188 

186 

183 

180 

176 

a 

16 

57.2 

16.82 

3.29 

208 

206 

203 

200 

196 

192 

a 

H 

61.9 

18.20 

3.31 

225 

222 

220 

216 

213 

208 

a 

re 

66.5 

19.58 

3.30 

242 

239 

236 

233 

229 

224 

a 

A 

71.3 

20.95 

3.29 

259 

256 

253 

249 

244 

239 

14.75 

A 

48.2 

14.18 

2.99 

174 

172 

170 

167 

163 

159 

ii 

TS 

52.9 

15.56 

3.07 

191 

189 

186 

183 

179 

176 

it 

Vs 

57.6 

16.93 

3.14 

209 

206 

203 

200 

196 

192 

II 

re 

62.2 

18.30 

3.20 

225 

223 

220 

216 

212 

208 

II 

A 

66.9 

19.68 

3.26 

243 

240 

237 

233 

229 

224 

II 

■lS 

71.5 

21.06 

3.27 

260 

257 

253 

250 

245 

240 

II 

% 

76.3 

22.43 

3.27 

277 

274 

270 

266 

261 

256 

17.25 


53.2 

15.64 

2.91 

192 

190 

187 

183 

179 

174 

11 

^5 

57.9 

17.02 

2.99 

209 

207 

204 

200 

195 

191 


% 

62.6 

18.39 

3.06 

226 

224 

220 

217 

212 

207 


re 

67.2 

19.76 

3.13 

243 

240 

237 

234 

228 

224 



71.9 

21.14 

3.19 

260 

258 

254 

250 

245 

240 


T5 

76.5 

22.52 

3.24 

277 

275 

271 

267 

262 

257 


b A 

81.3 

23.89 

3.24 

294 

291 

288 

283 

278 

272 

19.75 

A 

58.2 

17.12 

2.85 

210 

207 

204 

200 

195 

190 


re 

62.9 

18.50 

2.93 

228 

225 

221 

217 

212 

206 


H 

67.6 

19.87 

3.00 

244 

241 

238 

233 

228 

223 


re 

72.2 

21.24 

3.07 

261 

259 

254 

250 

245 

240 


Vi 

76.9 

22.62 

3.13 

279 

275 

272 

267 

262 

256 


re 

81.5 

24.00 

3.19 

296 

293 

289 

284 

278 

273 


% 

86.3 

25.37 

3.21 

313 

309 

305 

301 

294 

288 


For detail dimensions see page 208. 











































CAMBRIA STEEL. 


263 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Goi don’s Formula P 


14 


50 000 
(12 L) 2 
36 000 r 2 


SERIES B. 


Safety factor 4. 



18 


124 

140 

156 

171 

187 
202 
218 

140 

156 

172 

188 
204 
218 

234 

155 

171 

187 

203 

219 

235 
250 

169 

186 

202 

218 

235 

250 

265 

185 

201 

217 

233 

249 

267 

282 


Length in Feet. 

rhickness 

of 

Plates. 

Weight 
of each 
Channel. 

20 

22 

24 

26 

28 

30 

32 

34 

Inch. 

lbs. per Ft. 

121 

118 

114 

111 

107 

103 

100 

97 

Yx 

9.75 

137 

133 

130 

125 

121 

117 

114 

110 

IS 


152 

148 

144 

140 

136 

132 

127 

123 

Ys 


167 

163 

159 

154 

149 

145 

140 

136 

ijC 


182 

178 

173 

168 

163 

158 

153 

147 

72 


198 

192 

187 

182 

176 

171 

165 

160 

is 


213 

207 

201 

196 

190 

184 

178 

172 

Ys 


136 

132 

128 

124 

119 

115 

111 

107 

Yx 

12.25 

152 

147 

143 

139 

134 

129 

125 

120 

is 


167 

163 

158 

153 

148 

143 

139 

133 

% 


183 

178 

173 

168 

163 

158 

153 

148 

is 


199 

194 

188 

182 

176 

171 

165 

160 

Vi 


213 

207 

202 

196 

190 

184 

178 

172 

is 


228 

222 

216 

210 

203 

197 

190 

184 

Ys 


150 

145 

141 

136 

131 

127 

122 

117 

Yx 

14.75 

166 

161 

156 

151 

146 

141 

136 

130 

is 


182 

177 

172 

166 

161 

155 

149 

144 

% 


198 

192 

187 

181 

175 

169 

163 

158 

is 


214 

209 

202 

196 

190 

184 

178 

172 

Yi 


229 

223 

217 

210 

203 

197 

190 

184 

is 


244 

238 

231 

223 

216 

209 

203 

196 

Ys 


164 

159 

154 

148 

143 

137 

132 

128 

Yx 

17.25 

180 

175 

169 

163 

157 

152 

146 

140 

is 


197 

190 

185 

178 

172 

166 

160 

154 

Ys 


212 

206 

200 

194 

188 

180 

174 

167 

is 


228 

222 

216 

208 

202 

195 

189 

181 

Yi 


244 

238 

231 

224 

217 

209 

202 

195 

h 


259 

252 

245 

238 

230 

222 

215 

207 

Ys 


179 

173 

167 

161 

155 

149 

143 

137 

Yx 

19.75 

195 

189 

182 

176 

169 

163 

157 

150 

is 


211 

205 

198 

191 

185 

177 

170 

164 

% 

H 

227 

220 

214 

206 

199 

192 

185 

178 

is 

i ( 

243 

236 

229 

222 

215 

207 

200 

192 

7Z 


259 

252 

245 

236 

229 

222 

214 

206 

is 

it 

275 

266 

259 

251 

243 

236 

227 

219 

Ys 



For detail dimensions see page 208. 































































264 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 
(12 L) 2 
36 000 r 2 


Safety factor 4. 


H-—12-—* 


1 


T 

4 




SERIES B. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs.per'Ft. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

18 

11.25 

X 

42.9 

12.70 

3.62 

157 

156 

154 

152 

150 

147 

144 

< i 


48.0 

14.20 

3.70 

176 

174 

172 

171 

168 

165 

162 

i i 

Vs 

53.1 

15.70 

3.72 

194 

193 

191 

189 

186 

183 

180 

it 

is 

58.2 

17.20 

3.70 

213 

211 

209 

207 

203 

200 

196 

it 

Vi 

63.3 

18.70 

3.68 

231 

229 

227 

224 

221 

218 

213 

it 

is 

68.4 

20.20 

3.66 

250 

248 

245 

242 

239 

234 

230 

tt 

Vs 

73.5 

21.70 

3.65 

268 

266 

264 

260 

256 

252 

247 

13.75 

X 

47.9 

14.08 

3.52 

174 

172 

171 

168 

165 

163 

159 

tt 

TS 

53.0 

15.58 

3.60 

193 

191 

189 

187 

184 

181 

177 

tt 

Vs 

58.1 

17.08 

3.67 

211 

209 

207 

205 

202 

198 

195 

44 

TS 

63.2 

18.58 

3.67 

230 

228 

226 

223 

220 

216 

212 

4 4 

X 

68.3 

20.08 

3.66 

248 

246 

244 

241 

237 

233 

229 

4 4 

is 

73.4 

21.58 

3.64 

267 

265 

262 

258 

255 

250 

246 

44 

Vs 

78.5 

23.08 

3.63 

285 

283 

280 

276 

272 

268 

262 

16.25 

X 

52.9 

15.56 

3.42 

192 

190 

188 

185 

182 

179 

175 

4 4 

is 

58.0 

17.06 

3.50 

211 

209 

206 

204 

200 

197 

193 

44 

X 

63.1 

18.56 

3.58 

229 

228 

225 

222 

219 

215 

211 

44 

is 

68.2 

20.06 

3.64 

248 

246 

244 

240 

237 

233 

229 

44 

V2 

73.3 

21.56 

3.63 

266 

264 

261 

258 

254 

250 

245 

4 4 

is 

78.4 

23.06 

3.62 

285 

283 

279 

276 

272 

268 

262 

4 4 

Vs 

83.5 

24.56 

3.61 

303 

301 

298 

294 

289 

285 

279 

18.75 

X 

57.9 

17.02 

3.34 

210 

208 

205 

202 

199 

195 

191 

4 4 

is 

63.0 

18.52 

3.42 

229 

227 

224 

221 

217 

213 

208 

4 4 

Vs 

68.1 

20.02 

3.50 

247 

245 

242 

239 

235 

231 

227 


is 

73.2 

21.52 

3.57 

266 

264 

261 

257 

254 

249 

245 


X 

78.3 

23.02 

3.61 

284 

282 

279 

276 

271 

267 

262 


is 

83.4 

24.52 

3.60 

303 

301 

297 

294 

289 

284 

279 

4 4 

Vs 

88.5 

26.02 

3.59 

322 

319 

315 

312 

307 

301 

296 

21.25 

X 

62.9 

18.50 

3.27 

228 

226 

223 

219 

215 

211 

206 

4 4 

is 

68.0 

20.00 

3.36 

247 

244 

241 

238 

234 

229 

224 


Vs 

73.1 

21.50 

3.43 

266 

263 

260 

256 

252 

247 

243 


is 

78.2 

23.00 

3.51 

284 

282 

279 

275 

270 

265 

260 


X 

83.3 

24.50 

3.57 

303 

300 

297 

293 

289 

283 

278 


is 

88.4 

26.00 

3.57 

321 

319 

315 

311 

306 

301 

295 


Vs 

93.5 

27.50 

3.57 

340 

337 

333 

329 

324 

318 

313 


For detail dimensions see page 208. 














































CAMBRIA STEEL. 


265 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 
(12 L) 2 
36 000 r 2 


SERIES B. 


Safety factor 4. 


h—12““ 






U \J ■' yj 


Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

Inch. 

Lbs.per Ft. 

142 

138 

135 

131 

128 

124 

121 

117 

114 

110 

X 

11.26 

159 

156 

152 

148 

144 

141 

137 

133 

129 

125 

A 

< < 

176 

172 

168 

164 

160 

155 

151 

147 

143 

139 

% 

a 

193 

189 

184 

180 

175 

170 

166 

161 

156 

151 

IS 

i i 

209 

204 

200 

194 

190 

184 

179 

175 

169 

164 

A 

a 

225 

221 

215 

210 

204 

199 

194 

188 

182 

176 

TS 

i i 

242 

237 

231 

226 

219 

214 

207 

202 

195 

189 

b A 

a 

156 

152 

149 

144 

140 

137 

132 

128 

124 

120 

X 

13.75 

173 

170 

165 

161 

157 

153 

148 

144 

139 

134 

TS 


191 

187 

183 

178 

173 

168 

164 

159 

154 

149 

Vs 


208 

203 

199 

193 

187 

183 

178 

173 

168 

162 

TS 


224 

219 

214 

209 

203 

198 

193 

186 

181 

175 

A 


241 

236 

230 

224 

218 

213 

206 

200 

194 

188 

TS 


257 

251 

246 

239 

233 

226 

220 

213 

207 

200 

A 


171 

167 

163 

158 

153 

149 

144 

140 

135 

130 

X 

16.25 

189 

184 

179 

175 

170 

165 

160 

155 

150 

145 

A 


206 

202 

197 

191 

187 

181 

176 

170 

165 

160 

% 


224 

219 

214 

209 

203 

198 

191 

186 

180 

175 

TS 


240 

235 

230 

223 

218 

211 

206 

199 

194 

187 

A 


257 

251 

245 

239 

233 

226 

220 

213 

207 

200 

1 5 


274 

267 

261 

254 

247 

241 

233 

227 

219 

213 

A 


186 

181 

176 

171 

166 

161 

155 

150 

145 

140 

X 

1.8.75 

204 

199 

194 

188 

182 

177 

171 

166 

161 

155 

\S 


221 

216 

210 

205 

199 

193 

188 

182 

176 

170 

X 


239 

233 

228 

222 

216 

210 

203 

198 

191 

186 

TS 


257 

250 

245 

238 

231 

226 

219 

213 

206 

200 

A 


272 

267 

260 

254 

247 

240 

233 

226 

219 

212 

TS 


289 

283 

276 

269 

262 

254 

247 

239 

232 

224 

Vs 


201 

196 

191 

184 

178 

173 

167 

161 

156 

150 

X 

21.25 

219 

214 

208 

202 

196 

190 

184 

178 

172 

165 

TS 


237 

231 

225 

218 

212 

206 

200 

193 

187 

180 

H 


254 

248 

243 

236 

229 

223 

216 

209 

202 

196 

TS 


272 

265 

260 

252 

246 

239 

231 

225 

218 

211 

A 


289 

282 

276 

268 

261 

253 

245 

239 

231 

224 

"lS 


305 

298 

291 

283 

276 

268 

260 

253 

244 

237 

A 



For detail dimensions see page 208. 


























































266 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 , . . . . 

- _. 0 • « Safety factor 4. 

(.12 L ,)* 

000 r 3 



SERIES B. 


Weight 

of each 

Channel. 

Thick¬ 
ness of 

Plates. 

Weight 

of 

Column. 

Area of 

Column 

Section. 

Least 

Radius of 

Gyration. 

Length in Feet. 

Lbs.per Ft. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

18 

20 

13.25 

A 

48.6 

14.28 

4.05 

177 

176 

174 

172 

170 

168 

166 

163 

II 

TS 

54.1 

15.90 

4.10 

197 

196 

194 

192 

190 

187 

184 

181 

II 

Vs 

59.7 

17.53 

4.07 

217 

216 

214 

212 

209 

207 

203 

200 

II 

re 

65.2 

19.16 

4.04 

237 

236 

234 

231 

228 

225 

222 

218 

11 

'A 

70.7 

20.78 

4.02 

257 

256 

253 

251 

248 

244 

240 

236 

II 

rk 

76.2 

22.40 

4.00 

277 

276 

273 

270 

267 

263 

259 

255 

11 


81.7 

24.03 

3.99 

297 

296 

293 

290 

286 

282 

278 

273 

15.0 


52.1 

15.32 

3.97 

190 

188 

187 

185 

183 

180 

177 

174 

11 

•re 

57.6 

16.94 

4.05 

210 

208 

207 

204 

202 

199 

197 

193 

II 

Ks 

63.2 

18.57 

4.05 

230 

228 

226 

224 

221 

218 

215 

212 

11 

1^ 

68.7 

20.20 

4.03 

250 

249 

246 

244 

241 

237 

234 

230 

11 

34 

74.2 

21.82 

4.01 

270 

268 

266 

263 

260 

256 

252 

248 

11 

re 

79.7 

23.44 

3.99 

290 

288 

286 

283 

279 

275 

271 

266 

II 

y% 

85.2 

25.07 

3.97 

310 

308 

306 

302 

299 

295 

290 

285 

20.0 

X 

62.1 

18.26 

3.78 

226 

224 

222 

219 

216 

213 

209 

205 

11 

re 

67.6 

19.88 

3.87 

246 

244 

242 

239 

236 

233 

228 

224 

11 

% 

73.2 

21.51 

3.95 

266 

264 

262 

260 

256 

252 

248 

244 

11 

re 

78.7 

23.14 

3.98 

286 

285 

282 

279 

276 

272 

268 

263 

II 

A 

84.2 

24.76 

3.96 

306 

305 

302 

299 

295 

291 

286 

280 

II 

re 

89.7 

26.39 

3.95 

327 

325 

322 

318 

314 

309 

304 

299 

41 

Ks 

95.2 

28.01 

3.94 

347 

345 

342 

338 

333 

328 

323 

317 

25.0 


72.1 

21.20 

3.64 

262 

260 

257 

254 

251 

246 

242 

236 

II 

'16 

77.6 

22.82 

3.73 

282 

280 

277 

274 

270 

266 

261 

255 

11 

\<X> 

oo\ 

83.2 

24.45 

3.81 

303 

300 

298 

294 

290 

285 

281 

276 

11 

re 

88.7 

26.08 

3.89 

323 

320 

317 

314 

310 

305 

301 

295 

11 


94.2 

27.70 

3.92 

343 

341 

337 

333 

329 

324 

319 

314 

11 

re 

99.7 

29.32 

3.91 

363 

361 

357 

353 

348 

343 

338 

332 

11 


105.2 

30.95 

3.90 

383 

380 

377 

373 

368 

362 

357 

350 


For detail dimensions see page 208. 


















































CAMBRIA STEEL. 


267 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


14 


50 000 
(12 L) 2 ' 

36 000 r 2 


SERIES B. 


Safety factor 4. 



Length in Feet. 

Thickness 

of 

Plates. 

Weight 

of each 

Channel. 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

42 

Inch. 

Lbs. per Ft. 

160 

157 

153 

150 

146 

143 

139 

136 

132 

128 

125 

'A 

13.25 

178 

174 

172 

168 

164 

160 

156 

152 

148 

144 

140 


4 4 

196 

192 

188 

184 

180 

175 

171 

167 

163 

158 

154 

Vs 

44 

214 

210 

206 

201 

196 

192 

187 

182 

177 

172 

167 

fa 

4 4 

232 

227 

222 

217 

212 

207 

202 

196 

191 

186 

181 

X 

44 

250 

245 

240 

234 

229 

223 

217 

211 

206 

200 

194 

fa 

4 4 

268 

263 

257 

251 

245 

239 

233 

227 

221 

215 

208 

Vs 

44 

171 

167 

164 

159 

156 

152 

148 

144 

140 

136 

132 

X 

15.0 

190 

186 

182 

178 

174 

169 

185 

161 

156 

152 

.148 

1 fa 

4 4 

208 

204 

199 

195 

190 

186 

181 

176 

172 

167 

162 

H 

4 4 

225 

221 

216 

212 

207 

202 

197 

192 

187 

181 

176 

fa 

44 

243 

238 

233 

228 

223 

217 

212 

206 

200 

195 

189 

Yi 


261 

256 

251 

245 

239 

233 

227 

221 

215 

209 

203 

fa 


280 

274 

268 

261 

255 

248 

242 

235 

229 

223 

216 

% 


201 

197 

192 

187 

183 

177 

172 

168 

162 

158 

153 

' X 

20.0 

220 

215 

211 

206 

200 

195 

190 

185 

180 

174 

168 

fa 


239 

234 

229 

224 

218 

213 

207 

202 

196 

191 

186 

l A 


258 

253 

247 

242 

236 

230 

224 

218 

213 

205 

200 

fa 


275 

269 

264 

258 

251 

245 

239 

232 

226 

220 

214 

Vi 


293 

287 

281 

274 

268 

261 

255 

248 

241 

234 

228 

fa 


311 

305 

298 

291 

284 

277 

270 

263 

256 

247 

240 

% 


232 

226 

221 

214 

209 

202 

197 

190 

185 

179 

173 

X 

25.0 

250 

245 

238 

233 

227 

220 

214 

207 

201 

196 

189 

fa 


269 

264 

258 

252 

245 

238 

232 

226 

218 

212 

206 

% 


288 

283 

276 

270 

264 

257 

250 

242 

236 

229 

222 

fa 


308 

301 

295 

288 

280 

273 

266 

259 

252 

245 

238 

X 

* 

326 

319 

312 

304 

296 

289 

281 

274 

266 

260 

251 

fa 


344 

335 

328 

320 

313 

309 

297 

289 

281 

273 

264 




For detail dimensions see page 208. 















































268 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 
(12 L) 2 * 

'36 000 r 2 


Safety factor 4. 


H—15-—=> 




SERIES B. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs.per Ft. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

[20 

22 

24 

15 


55.5 

16.42 

4.49 

203 

201 

199 

198 

195 

193 

190 

187 

185 

4 4 

5 

16 

61.9 

18.30 

4.58 

226 

224 

223 

220 

218 

216 

212 

209 

206 

44 

Vs 

68.3 

20.17 

4.65 

249 

247 

245 

243 

241 

238 

235 

232 

228 

44 

ts 

74.6 

22.05 

4.70 

272 

271 

268 

266 

263 

261 

257 

253 

250 

4 4 

Vi 

81.0 

23.92 

4.67 

296 

294 

291 

289 

286 

282 

278 

275 

271 

4 4 

re 

87.4 

25.80 

4.65 

319 

316 

314 

311 

308 

304 

300 

296 

291 

4 4 

Vs 

93.8 

27.67 

4.63 

342 

339 

337 

334 

330 

326 

322 

317 

312 

20 

X 

65.5 

19.26 

4.29 

237 

236 

233 

231 

228 

225 

221 

218 

214 

4 4 

^s 

71.9 

21.14 

4.39 

261 

259 

257 

254 

251 

248 

244 

240 

236 

4 4 

Vs 

78.3 

23.01 

4.47 

284 

282 

279 

277 

273 

270 

266 

262 

258 

4 4 

IS 

84.6 

24.89 

4.55 

307 

305 

303 

300 

297 

292 

289 

285 

280 

4 4 

'A 

91.0 

26.76 

4.62 

331 

328 

326 

323 

319 

315 

311 

306 

302 

4 4 

TS 

97.4 

28.64 

4.63 

354 

351 

349 

346 

341 

337 

333 

328 

323 

4 4 

5 A 

103.8 

30.51 

4.61 

377 

374 

371 

368 

364 

359 

355 

349 

344 

25 

X 

75.5 

22.20 

4.13 

274 

271 

268 

265 

262 

258 

254 

249 

245 

4 4 

TS 

81,9 

24.08 

4.23 

297 

294 

292 

288 

285 

280 

277 

272 

266 

4 4 

Vs 

88.3 

25.95 

4.32 

320 

318 

315 

312 

308 

303 

299 

294 

288 

4 4 

16 

94.6 

27.83 

4.40 

343 

341 

338 

334 

331 

326 

322 

316 

310 

44 

y 2 

101.0 

29.70 

4.48 

367 

364 

361 

357 

353 

349 

343 

339 

332 

44 

TS 

107.4 

31.58 

4.55 

390 

387 

384 

380 

376 

371 

366 

361 

355 

44 

Vs 

113.8 

33.45 

4.58 

413 

410 

407 

403 

399 

394 

388 

383 

377 

30 

X 

85.5 

25.14 

4.01 

309 

307 

303 

300 

295 

291 

286 

280 

275 

4 4 

A 

91.9 

27.02 

4.11 

333 

330 

327 

323 

318 

313 

308 

302 

298 

4 4 

Vs 

98.3 

28.89 

4.20 

356 

353 

349 

346 

341 

336 

331 

326 

320 

4 4 

~lS 

104.6 

30.77 

4.28 

379 

377 

373 

369 

365 

359 

353 

348 

342 

4 4 

y 2 

111.0 

32.64 

4.36 

403 

400 

396 

392 

387 

382 

376 

371 

364 


-1s 

117.4 

34.52 

4.43 

426 

423 

419 

415 

410 

404 

399 

392 

386 

4 4 

Vs 

123.8 

36.39 

4.50 

449 

446 

442 

438 

432 

428 

422 

415 

409 

35 

X 

95.5 

28.08 

3.90 

345 

342 

338 

334 

329 

324 

318 

312 

304 

4 4 

5 

16 

101.9 

29.96 

4.00 

369 

365 

361 

357 

3*52 

346 

340 

334 

327 

4 4 

Vs 

108.3 

31.83 

4.10 

392 

389 

385 

380 

375 

369 

363 

356 

349 

44 

A 

114.6 

33.71 

4.18 

415 

412 

408 

404 

398 

392 

386 

379 

373 

1 4 

y 2 

121.0 

35.58 

4.26 

438 

436 

431 

426 

420 

415 

409 

401 

395 

4 4 

9 

16 

127.4 

37.46 

4.33 

462 

459 

454 

450 

444 

437 

432 

424 

418 


Vs 

133.8 

39.33 

4.40 

485 

481 

478 

472 

467 

461 

455 

447 

439 


For detail dimensions see page 209. 

















































CAMBRIA STEEL. 269 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = —Safety factor 4. 

(12 L ,)* 

1 ‘ 36 000 r 2 



-15- 



T 

SERIES B. ^ 




Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

26 

28 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

Inch. 

Lbs.per Ft. 

181 

178 

174 

171 

167 

163 

159 

156 

152 

148 

145 

141 

M 

15 

202 

199 

195 

191 

188 

183 

179 

176 

171 

167 

163 

159 

VS 

4l 

224 

220 

216 

212 

208 

204 

199 

195 

190 

185 

181 

177 

Vs 

i 1 

246 

241 

237 

233 

228 

223 

218 

214 

209 

204 

199 

195 

"lS 

<1 

266 

261 

257 

251 

246 

242 

237 

231 

226 

221 

215 

210 

X 

II 

287 

282 

276 

271 

266 

261 

254 

249 

244 

237 

232 

226 

'lS 

II 

307 

302 

296 

291 

285 

278 

273 

267 

260 

254 

248 

241 

Vs 

II 

210 

206 

201 

197 

193 

188 

183 

179 

174 

169 

165 

160 

M 

20 

232 

227 

223 

218 

214 

208 

203 

198 

193 

189 

183 

179 

5 

16 

4 i 

254 

248 

244 

238 

234 

228 

223 

218 

213 

208 

202 

197 

% 

11 

275 

270 

265 

260 

254 

249 

243 

238 

232 

226 

221 

216 

7 

16 

4 4 

297 

291 

286 

281 

274 

269 

264 

257 

251 

246 

239 

233 

X 

4 4 

318 

313 

306 

301 

295 

288 

282 

276 

269 

263 

257 

250 

9 

16 

4 4 

339 

332 

326 

320 

313 

307 

301 

293 

286 

280 

272 

266 

X 

4 4 

239 

234 

229 

224 

219 

213 

207 

202 

196 

190 

186 

180 

X 

25 

262 

256 

250 

245 

240 

234 

227 

221 

216 

210 

204 

199 

■re 

4 4 

284 

277 

272 

266 

260 

254 

248 

241 

236 

229 

223 

217 

X 

4 4 

305 

299 

294 

287 

281 

274 

268 

261 

256 

248 

241 

236 

tV 

1 1 

327 

322 

315 

309 

302 

296 

288 

282 

274 

268 

261 

255 

34 

4 1 

349 

342 

336 

330 

322 

316 

308 

301 

295 

287 

280 

274 

tV 

4 1 

370 

364 

356 

350 

343 

335 

328 

321 

312 

305 

299 

290 

X 

4 1 

269 

263 

257 

250 

244 

237 

231 

224 

218 

212 

205 

199 

X 

30 

291 

285 

278 

272 

265 

258 

252 

245 

239 

232 

225 

218 


4 4 

313 

306 

300 

293 

286 

279 

273 

265 

258 

251 

243 

238 

X 

4 1 

335 

329 

322 

314 

308 

300 

292 

286 

278 

270 

264 

256 

T6 

1 1 

357 

351 

342 

336 

328 

320 

313 

305 

298 

290 

282 

275 

X 

4 4 

379 

372 

364 

357 

349 

342 

333 

326 

317 

310 

301 

294 

TS 


401 

394 

386 

378 

370 

362 

355 

345 

338 

329 

321 

312 

X 


298 

291 

284 

277 

269 

262 

255 

248 

239 

232 

225 

219 

% 

35 

320 

313 

306 

298 

291 

283 

275 

267 

260 

252 

245 

238 

5 

16 


343 

336 

328 

320 

312 

304 

296 

287 

281 

273 

265 

257 

X 


365 

357 

349 

340 

334 

325 

317 

309 

301 

292 

284 

276 

~h 


387 

379 

372 

363 

354 

345 

338 

329 

320 

312 

303 

294 

V2 


409 

401 

393 

384 

375 

367 

358 

350 

340 

331 

323 

314 



432 

422 

415 

405 

397 

387 

379 

369 

361 

351 

341 

333 

% 



For detail dimensions see page 209. 




















































SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 

50 000 


Based on Gordon’s Formula P = 




(12 L)» 
'36 000 r2 


Safety factor 4. 


—16"--* 


4 




SERIES B. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

of 

Column. 

irea of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs.per Ft. 

Inoh. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

20.5 

X 

68.2 

20.06 

5.23 

248 

247 

246 

244 

241 

240 

237 

234 

231 

il 

-h 

75.0 

22.06 

5.18 

273 

272 

270 

268 

266 

263 

260 

258 

254 

a 

X 

81.8 

24.06 

5.14 

298 

296 

295 

292 

290 

287 

283 

280 

276 

a 

iV 

88.6 

26.06 

5.10 

322 

321 

318 

317 

314 

311 

307 

303 

299 

a 

X 

95.4 

28.06 

5.07 

347 

345 

343 

340 

337 

333 

331 

327 

322 

ii 

"IS 

102.2 

30.06 

5.04 

372 

370 

367 

364 

361 

357 

354 

349 

344 

a 

6 A 

109.0 

32.06 

5.01 

397 

394 

392 

389 

385 

381 

377 

372 

367 

25 

X 

77.2 

22.70 

5.09 

281 

279 

277 

275 

273 

270 

267 

264 

261 

i i 

& 

84.0 

24.70 

5.14 

306 

304 

302 

300 

297 

294 

291 

287 

284 

a 

X 

90.8 

26.70 

5.11 

330 

328 

326 

324 

321 

318 

315 

311 

307 

a 

T« 

97.6 

28.70 

5.07 

355 

353 

351 

348 

345 

341 

338 

334 

330 

a 

X 

104.4 

30.70 

5.05 

380 

378 

375 

372 

369 

365 

361 

356 

351 

t i 


111.2 

32.70 

5.02 

405 

402 

400 

396 

393 

389 

384 

379 

374 

u 

X 

118.0 

34.70 

5.00 

429 

427 

424 

421 

417 

412 

408 

403 

397 

30 

X 

87.2 

25.64 

4.93 

317 

315 

313 

311 

308 

304 

300 

296 

292 

i i 

A 

94.0 

27.64 

5.04 

342 

340 

338 

335 

332 

328 

326 

321 

316 

a 

X 

100.8 

29.64 

5.07 

367 

365 

362 

359 

356 

352 

349 

345 

340 

t i 

1V 

107.6 

31.64 

5.04 

391 

389 

387 

383 

380 

376 

373 

367 

362 

i i 

k 2 

114.4 

33.64 

5.02 

416 

414 

411 

408 

404 

400 

395 

390 

385 

i t 

A 

121.2 

35.64 

4.99 

441 

438 

435 

432 

428 

424 

419 

413 

408 

11 

y 8 

128.0 

37.64 

4.98 

466 

463 

460 

456 

452 

447 

442 

437 

431 

35 

X 

97.2 

28.58 

4.80 

353 

351 

349 

346 

342 

338 

334 

329 

325 

i i 

lg 

104.0 

30.58 

4.91 

378 

376 

374 

370 

366 

362 

358 

354 

349 

it 

X 

110.8 

32.58 

5.01 

403 

401 

398 

395 

391 

387 

383 

378 

373 

i i 


117.6 

34.58 

4.99 

428 

425 

422 

419 

415 

411 

406 

401 

396 

i i 

k 2 

124.4 

36.58 

4.97 

453 

450 

447 

443 

439 

435 

430 

424 

419 • 

i i 

fs 

131.2 

38.58 

4.95 

477 

475 

471 

468 

463 

458 

453 

448 

442 

i i 

X 

138.0 

40.58 

4.94 

502 

499 

496 

492 

487 

482 

477 

469 

463 

40 

X 

107.2 

31.52 

4.69 

389 

387 

384 

380 

377 

373 

367 

362 

357 

il 

-16 

114.0 

33.52 

4.80 

414 

412 

409 

405 

402 

396 

391 

386 

381 

a 

Vs 

120.8 

35.52 

4.90 

439 

437 

434 

430 

425 

421 

416 

411 

405 

a 

A 

127.6 

37.52 

4.95 

464 

462 

458 

455 

451 

446 

441 

435 

429 

it 

y 2 

134.4 

39.52 

4.94 

489 

486 

483 

479 

474 

470 

464 

457 

451 

a 


141.2 

41.52 

4.92 

514 

511 

507 

503 

497 

492 

486 

480 

473 

a 

b A 

148.0 

43.52 

4.91 

538 

535 

532 

526 

521 

516 

510 

503 

496 


For detail dimensions see page 209. 



















































CAMBRIA STEEL. 


271 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 
(12 L) 2 ' 

36 000 r 2 


Safety factor 4. 


SERIES B. 



Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

26 

28 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

Inch. 

Lbs.per Ft. 

228 

225 

222 

218 

215 

211 

207 

204 

200 

196 

191 

187 

A 

20.5 

251 

247 

243 

239 

235 

231 

227 

223 

218 

214 

209 

205 

A 

4 ( 

272 

269 

265 

261 

256 

251 

247 

242 

237 

232 

228 

223 

H 

i i 

295 

291 

286 

281 

276 

271 

266 

262 

257 

251 

246 

241 

A 

a 

318 

313 

308 

303 

297 

292 

286 

281 

275 

269 

263 

258 

Vi 

n 

339 

334 

328 

324 

319 

313 

307 

301 

295 

288 

282 

276 

-h 

a 

362 

356 

350 

344 

338 

332 

326 

319 

313 

306 

299 

293 

y% 

i < 

257 

253 

249 

245 

241 

236 

232 

227 

222 

219 

214 

210 

M 

25 

280 

276 

272 

268 

263 

258 

253 

248 

243 

238 

234 

229 

5 

16 

44 

302 

298 

293 

288 

283 

279 

274 

268 

263 

258 

252 

247 

H 

44 

325 

320 

315 

310 

304 

299 

293 

287 

281 

275 

269 

264 

Ts 

4 4 

348 

342 

337 

331 

325 

319 

313 

307 

301 

295 

288 

282 

H 

44 

369 

363 

357 

351 

345 

339 

332 

325 

319 

312 

305 

299 

TS 

44 

391 

385 

379 

373 

366 

359 

352 

345 

338 

331 

324 

317 

Vs 

< 4 

288 

284 

279 

274 

269 

264 

259 

254 

249 

243 

238 

233 

A 

30 

312 

307 

302 

298 

293 

287 

282 

276 

271 

265 

260 

254 

■h 

4 4 

336 

330 

325 

320 

314 

308 

302 

296 

290 

284 

278 

272 

A 

4 4 

357 

351 

346 

341 

335 

329 

323 

316 

310 

304 

297 

291 

Ta 

4 4 

379 

374 

368 

361 

355 

348 

342 

335 

328 

321 

314 

307 

Vl 

4 4 

402 

396 

389 

383 

376 

369 

362 

355 

347 

340 

333 

326 


C 4 

425 

418 

411 

404 

397 

390 

382 

375 

367 

359 

351 

344 

% 

4 4 

320 

315 

310 

303 

297 

292 

286 

280 

273 

267 

261 

255 

hi 

35 

344 

338 

333 

327 

321 

315 

309 

303 

295 

289 

282 

276 

T*5 


368 

362 

356 

350 

344 

337 

331 

324 

318 

311 

304 

298 

Vs 

4 4 

390 

384 

378 

371 

365 

358 

351 

344 

337 

330 

323 

316 

it 


413 

406 

400 

393 

386 

379 

371 

364 

355 

347 

340 

332 

H 


434 

427 

420 

413 

405 

398 

390 

382 

374 

366 

358 

350 

A 


456 

449 

442 

434 

426 

418 

410 

402 

394 

385 

377 

369 

H 


351 

344 

339 

333 

326 

318 

312 

306 

298 

291 

285 

278 

A 

40 

375 

369 

363 

355 

349 

342 

335 

328 

320 

313 

306 

299 

A 


399 

393 

386 

380 

373 

366 

357 

350 

343 

335 

328 

321 

A 


422 

415 

408 

401 

394 

387 

379 

372 

364 

356 

348 

341 

TS 


444 

437 

430 

423 

415 

407 

399 

391 

383 

375 

367 

359 

Yi 


466 

459 

452 

444 

436 

428 

420 

411 

403 

394 

386 

375 

IS 


489 

481 

473 

465 

457 

448 

440 

431 

420 

411 

402 

393 

A 



For detail dimensions see page 209. 


















































272 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 




4 




i+ 


(12 L) 2 
36 000 r2 




SERIES B. 


Safety factor 4. 


Weight 

Thick- 

Weight 

Area of 

Least 










of each 

ness of 

of 

Column 

Radius of 



Length in 

Feet. 



Channel. 

Plates. 

Column. 

Section. 

Gyration. 










Lbs.perFt. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

33 

Vs 

117.0 

34.80 

6.59 

429 

427 

425 

423 

420 

417 

414 

410 

406 

ll 


125.5 

37.30 

6.57 

460 

458 

456 

453 

450 

447 

442 

438 

434 

44 


134.0 

39.80 

6.52 

491 

489 

485 

482 

479 

476 

472 

468 

463 

44 

9 

16 

142.5 

42.30 

6.48 

521 

519 

516 

513 

509 

505 

501 

497 

492 

44 


151.0 

44.80 

6.44 

552 

549 

546 

543 

539 

535 

531 

526 

521 

44 

H 

159.5 

47.30 

6.41 

583 

580 

577 

573 

569 

565 

561 

554 

549 

44 

K 

168.0 

49.80 

6.38 

614 

611 

607 

604 

599 

595 

589 

583 

578 

35 

Vs 

121.0 

35.58 

6.55 

439 

437 

435 

432 

428 

425 

422 

418 

414 

4 4 


129.5 

38.08 

6.56 

470 

468 

465 

463 

459 

455 

451 

447 

443 

4 4 

y* 

138.0 

40.58 

6.52 

501 

498 

495 

492 

488 

485 

481 

477 

472 

44 

9 

16 

146.5 

43.08 

6.48 

531 

528 

525 

522 

519 

515 

511 

506 

501 

44 

8 /6 

H 

155.0 

45.58 

6.44 

562 

559 

556 

552 

549 

545 

540 

535 

531 

4 4 

163.5 

48.08 

6.41 

592 

590 

586 

583 

579 

574 

570 

563 

558 

44 


172.0 

50.58 

6.38 

623 

620 

617 

613 

609 

604 

598 

592 

587 

40 

Vs 

131.0 

$8.52 

6.41 

475 

472 

470 

467 

464 

460 

457 

451 

447 

4 4 

17 

139.5 

41.02 

6.51 

506 

503 

500 

497 

494 

490 

486 

482 

477 

4 4 


148.0 

43.52 

6.50 

537 

534 

531 

527 

524 

520 

516 

511 

507 

4 4 

9 

16 

156.5 

46.02 

6.47 

567 

564 

561 

558 

554 

550 

545 

541 

536 

4 4 

5 /s 

165.0 

48.52 

6.43 

598 

595 

592 

588 

584 

580 

575 

570 

563 

4 4 

H 

173.5 

51.02 

6.40 

629 

626 

622 

618 

614 

610 

603 

598 

592 

44 


182.0 

53.52 

6.37 

659 

656 

653 

649 

644 

638 

633 

627 

621 

45 


141.0 

41.48 

6.28 

511 

509 

506 

502 

498 

494 

490 

486 

480 

4 4 

17 

149.5 

43.98 

6.39 

542 

539 

536 

533 

529 

525 

520 

515 

510 

4 4 


158.0 

46.48 

6.48 

573 

570 

567 

563 

559 

555 

551 

546 

541 

* 4 

9 

16 

166.5 

48.98 

6.45 

604 

601 

597 

594 

590 

585 

580 

575 

570 

4 4 

5 /s 

175.0 

51.48 

6.42 

634 

631 

628 

624 

620 

615 

610 

603 

597 


H 

183.5 

53.98 

6.39 

665 

662 

658 

654 

650 

645 

638 

632 

626 



192.0 

56.48 

6.37 

696 

693 

689 

685 

680 

673 

667 

661 

655 

50 

« 

151.0 

44.42 

6.17 

547 

544 

541 

537 

533 

528 

523 

519 

514 


17 

159.5 

46.92 

6.28 

578 

575 

572 

567 

563 

559 

555 

550 

543 


H 

168.0 

49.42 

6.37 

609 

606 

603 

599 

595 

589 

584 

579 

573 


A 

176.5 

51.92 

6.43 

640 

636 

633 

629 

625 

620 

615 

610 

602 


Vs 

185.0 

54.42 

6.40 

671 

667 

664 

660 

655 

650 

643 

637 

631 


1 1 

16 

193.5 

56.92 

6.37 

701 

698 

694 

690 

685 

678 

673 

667 

660 


H 

202.0 

59.42 

6.35 

732 

729 

725 

720 

715 

708 

702 

696 

689 

55 

Vs 

161.0 

47.36 

6.07 

583] 

580 

576 

571 

567 

563 

556 

551 

546 


A 

169.5 

49.86 

6.18 

614 

610 

607 

603 

599 

593 

588 

582 

577 


Yi 

178.0 

52.36 

6.28 

645 

642 

639 

633 

629 

624 

619 

613 

605 



186.5 

54.86 

6.37 

676 

673 

669 

665 

660 

654 

648 

643 

636 


Vs 

195.0 

57.36 

6.38 

707 

703 

700 

695 

690 

685 

678 

672 

665 


tt 

203.5 

59.86 

6.35 

738 

734 

730 

726 

721 

713 

707 

701 

694 


V 

212.0 

62.36 

6.33 

768 

764 

760 

756 

751 

743 

737 

730 

724 


For detail dimensions see page 209. 












































CAMBRIA STEEL. 


273 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 


(12 L)2 


1 + 


30 000 r2 


SERIES B. 


Safety factor 4. 


It 

-20" 




r 

r 




30 

32 

34 

401 

397 

393 

430 

425 

421 

459 

454 

449 

487 

482 

477 

515 

509 

503 

543 

538 

532 

572 

566 

560 

410 

406 

401 

439 

434 

430 

468 

463 

358 

496 

491 

486 

523 

518 

512 

552 

546 

540 

581 

575 

568 

442 

438 

433 

473 

468 

463 

502 

496 

491 

530 

525 

517 

557 

551 

545 

586 

580 

573 

615 

608 

601 

475 

470 

464 

505 

500 

494 

536 

530 

524 

563 

557 

550 

591 

585 

578 

620 

613 

607 

649 

642 

635 

507 

501 

495 

537 

531 

525 

568 

562 

555 

596 

590 

583 

625 

618 

612 

654 

647 

640 

682 

675 

665 

540 

532 

526 

569 

562 

556 

599 

593 

586 

630 

623 

616 

659 

652 

645 

687 

680 

670 

716 

706 

698 


Length 


36 

38 

40 

388 

383 

379 

416 

411 

406 

444 

439 

433 

470 

464 

458 

498 

492 

485 

525 

519 

512 

553 

544 

537 

397 

392 

387 

425 

420 

414 

452 

447 

442 

478 

473 

467 

506 

500 

494 

534 

528 

521 

562 

553 

546 

428 

423 

417 

457 

452 

446 

485 

480 

471 

511 

505 

499 

539 

532 

526 

567 

560 

553 

592 

585 

577 

459 

451 

445 

488 

483 

474 

516 

510 

504 

544 

537 

531 

572 

565 

558 

600 

592 

582 

625 

617 

609 

489 

481 

475 

519 

510 

504 

547 

540 

533 

577 

570 

563 

604 

597 

590 

630 

622 

614 

657 

649 

641 

520 

511 

504 

549 

542 

533 

579 

570 

562 

607 

599 

592 

637 

627 

619 

662 

654 

646 

690 

681 

673 


in Feet. 


42 

44 

46 

374 

369 

364 

401 

395 

390 

427 

422 

414 

452 

446 

440 

479 

473 

466 

504 

497 

490 

530 

523 

516 

382 

377 

372 

409 

404 

398 

436 

430 

422 

461 

454 

448 

487 

481 

474 

512 

505 

498 

538 

531 

524 

410 

404 

399 

439 

433 

427 

465 

459 

453 

492 

485 

479 

519 

512 

502 

543 

536 

528 

570 

562 

554 

440 

433 

427 

468 

462 

455 

497 

490 

483 

524 

517 

509 

550 

540 

533 

575 

567 

559 

601 

593 

585 

469 

462 

453 

497 

493 

483 

526 

519 

512 

555 

548 

538 

579 

571 

563 

606 

598 

589 

632 

623 

615 

497 

490 

481 

526 

519 

511 

555 

547 

540 

584 

576 

568 

611 

602 

594 

637 

628 

620 

664 

652 

643 


48 

50 

52 

359 

353 

348 

384 

379 

373 

408 

402 

396 

434 

427 

421 

457 

450 

444 

483 

476 

468 

508 

501 

491 

367 

361 

356 

392 

387 

381 

416 

410 

404 

442 

435 

429 

465 

458 

451 

491 

483 

476 

516 

509 

498 

393 

387 

381 

421 

414 

408 

446 

440 

433 

472 

465 

458 

495 

488 

480 

521 

513 

505 

546 

538 

527 

421 

413 

407 

449 

442 

435 

477 

470 

463 

502 

492 

485 

525 

518 

510 

551 

543 

535 

576 

568 

556 

447 

440 

433 

476 

467 

460 

504 

497 

487 

530 

522 

514 

555 

547 

539 

581 

572 

561 

603 

594 

585 

474 

466 

457 

501 

494 

486 

532 

521 

513 

560 

552 

540 

585 

577 

565 

608 

599 

590 

633 

624 

614 


Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

Inch. 

Lbs.per Ft. 


33 

lV 

i t 


it 

rs 

a 

Vs 

i i 

ii 

it 


a 


35 

TS 

t i 

Vl 

i i 

9 

16 

it 

% 

i t 

XL 

16 

i i 

% 

t i 

Vs 

40 

7 

16 

i i 

V2 

1 i 

A 

i t 

% 

i i 

XL 

16 

i t 

3 A 

a 

3 A 

45 

7 

16 

i l 

A 

11 


i i 

5 A 

i i 

fs 

it 

% 

it 

% 

50 


i i 

V2 

tt 

9 

16 

11 

% 

it 

H 

i t 

3 A 

i i 

■ 3 A 

55 

-h 

i i 

Vi 

i t 

re 

tt 

5 A 

i i 

H 

11 

V\ 

i t 


For detail dimensions see page 209. 






































274 


CAMBBIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
HOLLOW ROUND CAST IRON COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = -^—• 

1-4—-— 

^800 d 2 

P = safe load in pounds per square inch. 

1 = length of column in inches, 
d = outside diameter of column in inches. 

Ultimate compressive strength=80 000 pounds per square inch. Safety factor 8. 
Safe loads for other safety factors than that of the tables may be obtained as 

g 

follows:—New safe load = Safe load from table X vv-^—-—• 

New factor 


Outside 
Diam¬ 
eter in 
Inches. 

Thick¬ 
ness in 
Inches. 

Length of Column in Feet. 

Area 
of Metal 
in 

Sq. Ins. 

Weight 
per Foot 
in 

Pounds. 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

6 

X 

105 

94 

82 

72 

62 

54 

47 

41 

36 

32 

124 

38.7 


Vs 

119 

107 

94 

82 

71 

62 

54 

47 

41 

36 

14.1 

44.0 

7 

X 

130 

119 

108 

96 

86 

76 

67 

60 

53 

47 

14.7 

46.0 


Vs 

149 

136 

123 

110 

98 

87 

77 

68 

61 

54 

16.8 

52.6 

8 

X 

155 

145 

133 

122 

110 

99 

89 

80 

72 

65 

17.1 

53.4 


Vs 

178 

166 

153 

139 

126 

114 

104 

92 

83 

75 

19.6 

61.2 


1 

200 

186 

172 

158 

142 

128 

115 

103 

93 

84 

22.0 

68.7 

9 

Vs 

207 

196 

183 

169 

156 

142 

130 

118 

108 

98 

22.3 

69.8 


1 

233 

220 

206 

190 

175 

160 

146 

133 

121 

110 

25.1 

78.5 


IVs 

258 

244 

228 

211 

194 

177 

162 

147 

134 

122 

27.8 

87.0 

10 

Vs 

235 

225 

212 

199 

185 

172 

158 

146 

134 

123 

25.1 

78.4 


1 

265 

254 

240 

224 

209 

194 

178 

164 

151 

139 

28.3 

88.4 


IVs 

294 

281 

266 

249 

232 

215 

198 

182 

168 

154 

31.4 

98.0 


IX 

323 

308 

291 

273 

254 

235 

217 

200 

184 

169 

34.4 

107.4 

11 

1 

298 

287 

273 

259 

243 

227 

212 

197 

183 

169 

31.4 

98.2 


IVs 

330 

319 

304 

287 

270 

253 

235 

219 

203 

188 

34.9 

109.1 


IX 

363 

350 

333 

315 

296 

277 

258 

240 

223 

206 

38.3 

119.7 


IVs 

395 

380 

361 

342 

322 

301 

280 

261 

242 

224 

41.6 

129.9 

12 

IVs 

368 

356 

342 

326 

309 

291 

274 

256 

239 

223 

38.4 

120.1 


IX 

404 

391 

375 

358 

339 

320 

300 

281 

263 

245 

42.2 

131.9 


IVs 

439 

425 

408 

389 

369 

348 

327 

306 

287 

267 

45.9 

143.4 


m 

473 

458 

440 

419 

397 

375 

352 

330 

308 

288 

49.5 

154.6 

13 

IVs 

404 

393 

379 

364 

347 

330 

312 

294 

277 

260 

42.0 

131.2 


IX 

444 

432 

417 

400 

382 

363 

343 

323 

304 

286 

46.1 

144.2 


IVs 

484 

470 

454 

435 

415 

395 

373 

352 

331 

311 

50.2 

156.9 


l X 

522 

507 

490 

470 

448 

426 

403 

380 

358 

336 

54.2 

169.4 

14 

VX 

485 

473 

459 

442 

424 

405 

386 

366 

347 

327 

50.1 

156.5 


IX 

528 

515 

499 

482 

462 

441 

420 

399 

378 

357 

54.5 

170.4 


ix 

570 

556 

540 

520 

499 

477 

454 

431 

408 

385 

58.9 

184.1 


IVs 

612 

597 

579 

558 

535 

511 

487 

462 

437 

413 

63.2 

197.4 

15 

IVs 

573 

560 

545 

528 

509 

489 

467 

446 

424 

406 

58.9 

183.9 


IX 

618 

605 

589 

570 

550 

528 

505 

482 

459 

439 

63.6 

198.8 


IVs 

664 

650 

632 

612 

590 

567 

542 

517 

492 

471 

68.3 

213.4 


IX 

708 

694 

675 

653 

630 

005 

579 

552 

525 

502 

72.8 

227.6 

16 

vx 

666 

654 

638 

620 

600 

579 

557 

533 

510 

486 

68.3 

213.5 


IVs 

716 

702 

686 

666 

645 

622 

598 

573 

548 

522 

73.4 

229.3 


IX 

764 

750 

732 

711 

689 

664 

638 

611 

584 

558 

78.3 

244.8 


v/s 

811 

796 

777 

756 

731 

705 

678 

649 

621 

592 

83.2 

260.0 




































CAMBRIA STEEL. 276 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
HOLLOW ROUND CAST IRON COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = - — 

1+—l 2 - - 

~800 d* 

P = safe load in pounds per square inch. 

1 = length of column in inches, 
d = outside diameter of column in inches. 

Ultimate compressive strength=80 000 pounds per square inch. Safety factor 8. 
Safe loads for other safety factors than that of the tables may be obtained as 


follows:—New safe load = Safe load from table X ~;- 

New factor 


Outside 
Diam¬ 
eter in 
Inches. 

Thick¬ 
ness in 
Inches. 

Length of Column in Feet. 

Area 
of Metal 
in 

Sq. Ins. 

Weight 
per Foot 
in 

Pounds. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

18 

m 

754 

732 

708 

684 

659 

633 

608 

596 

557 

533 

83.6 

261.2 


1H 

806 

782 

757 

732 

704 

677 

650 

637 

596 

569 

89.3 

279.2 


1 Va 

857 

832 

805 

777 

749 

720 

691 

677 

633 

605 

95.0 

296.8 


2 

907 

880 

852 

823 

792 

762 

731 

717 

670 

641 

100.5 

314.2 

20 

1 H 

922 

900 

876 

850 

824 

797 

769 

742 

714 

687 

100.3 

313.6 


1 V 8 

981 

957 

932 

905 

877 

848 

819 

789 

760 

731 

106.8 

333.6 


2 

1039 

1014 

987 

958 

929 

898 

867 

836 

805 

774 

113.1 

353.4 


2Vs 

1097 

1070 

1041 

1011 

980 

948 

915 

882 

849 

817 

119.3 

372.9 

22 

V/s 

1105 

1082 

1058 

1032 

1005 

976 

947 

918 

888 

859 

118.5 

370.5 


2 

1171 

1147 

1122 

1094 

1065 

1035 

1004 

974 

941 

910 

125.7 

392.7 


2V 8 

1239 

1213 

1186 

1157 

1126 

1094 

1062 

1029 

996 

962 

132.9 

415.3 


2H 

1301 

1275 

1246 

1215 

1183 

1150 

1116 

1081 

1046 

1011 

139.6 

436.3 

24 

2 

1303 

1280 

1241 

1229 

1201 

1171 

1141 

1110 

1079 

1047 

138.2 

432.0 


2Vs 

1376 

1352 

1311 

1298 

1268 

1238 

1206 

1173 

1140 

1106 

146.0 

456.4 


2 % 

1449 

1423 

1380 

1367 

1335 

1303 

1269 

1235 

1200 

1165 

153.7 

480.4 


2V* 

1520 

1494 

1448 

1434 

1402 

1367 

1332 

1296 

1259 

1222 

161.4 

504.2 

26 

2Vs 

1515 

1492 

1467 

1440 

1412 

1382 

1351 

1319 

1286 

1252 

159.4 

498.1 


2M 

1596 

1572 

1546 

1517 

1487 

1456 

1423 

1389 

1354 

1319 

167.9 

524.6 


W 8 

1675 

1650 

1623 

1593 

1562 

1528 

1494 

1458 

1422 

1385 

176.3 

550.9 


2Y* 

1754 

1728 

1699 

1668 

1635 

1600 

1564 

1527 

1489 

1450 

184.6 

576.8 

28 

2H 

1742 

1719 

1694 

1667 

1638 

1608 

1576 

1542 

1508 

1474 

182.0 

568.8 


2% 

1829 

1806 

1780 

1751 

1721 

1689 

1655 

1620 

1584 

1548 

191.2 

597.5 


2Vi 

1917 

1892 

1864 

1834 

1802 

1769 

1734 

1697 

1660 

1622 

200.3 

625.9 


2\Vs 

2002 

1967 

1948 

1917 

1883 

1848 

1811 

1773 

1734 

1694 

209.3 

653.9 

30 

2Vs 

1982 

1961 

1936 

1909 

1879 

1848 

1816 

1782 

1747 

1711 

206.1 

644.1 


2 y 2 

2078 

2055 

2028 

2000 

1969 

1937 

1903 

1867 

1830 

1793 

216.0 

675.0 


2 5 /s 

2172 

2148 

2119 

2090 

2058 

2024 

1989 

1952 

1913 

1874 

225.8 

705.5 


2% 

2265 

2240 

2210 

2180 

2147 

2111 

2074 

2035 

1995 

1954 

235.4 

735.7 

32 

2'A 

2239 

2217 

2192 

2165 

2135 

2104 

2071 

2036 

2000 

1963 

231.7 

724.0 


2 % 

2341 

2318 

2292 

2264 

2233 

2200 

2165 

2129 

2092 

2053 

242.2 

757.0 


2 y* 

2442 

2418 

2391 

2361 

2329 

2295 

2259 

2221 

2182 

2141 

252.7 

789.7 


2% 

2542 

2517 

2489 

2458 

2424 

2389 

2351 

2312 

2271 

2229 

263.1 

822.1 

34 

2 5 /g 

2511 

2488 

2463 

2436 

2406 

2374 

2341 

2306 

2272 

2232 

258.7 

808.6 


2 M 

2620 

2596 

2570 

2542 

2511 

2478 

2441 

2406 

2370 

2329 

270.0 

843.7 


214 

2728 

2703 

2676 

2646 

2614 

2580 

2544 

2505 

2468 

2425 

281.1 

878.5 


3 

2835 

2810 

2781 

2750 

2717 

2681 

2643 

2604 

2565 

2520 

292.2 

913.0 

36 

2% 

2796 

2774 

2749 

2721 

2692 

2660 2626 

2591 

2553 

2515 

287.3 

897.7 


214 

2913 

2889 

2863 

2834 

2803 

2770 2735 

2698 

2659 

2619 

299.2 

935.0 


3 

3028 

3003 

2976 

294612904 

288012849 

2805 

2765 

2723 

311.0 

971.9 












































276 


CAMBRIA STEEL. 


STRENGTH OF HOLLOW ROUND AND HOLLOW 
RECTANGULAR CAST IRON COLUMNS. 


For various values of -r- in which:— 

a 

L = length of column in feet, 
d = least outside diameter in inches. 

P = ultimate strength in pounds per square inch. 


Based on Gordon’s Formulse for Columns with Square Ends. 
Hollow Round. Hollow Rectangular. 

80000 p _ 80000 
. , (12L)» . , (12L) 2 

800 d 2 1067 d 2 


L 

d 

Ultimate Strength 
in lbs. per sq. in. 

L 

d 

Ultimate Strength 
in lbs. per sq. in. 

Hollow 

Round. 

Hollow 

Rectangular. 

Hollow 

Round. 

Hollow 

Rectangular. 

1.0 

67800 

70487 

2.5 

37647 

43396 

1.1 

65692 

68770 

2.6 

36088 

41834 

1.2 

63532 

66983 

2.7 

34599 

40326 

1.3 

61340 

65142 

2.8 

33178 

38871 

1.4 

59137 

63265 

2.9 

31817 

37471 

1.5 

56940 

61366 

3.0 

30534 

36123 

1.6 

54766 

59458 

3.1 

29306 

34829 

1.7 

52625 

57553 

3.2 

28137 

33586 

1.8 

50531 

55660 

3.3 

27025 

32393 

1.9 

48491 

53792 

3.4 

25967 

31249 

2.0 

46512 

51954 

3.5 

24961 

30152 

2.1 

44598 

50151 

3.6 

24004 

29101 

2.2 

42753 

48391 

3.7 

23093 

28094 

2.3 

40979 

46676 

3.8 

22227 

27130 

2.4 

39277 

45011 

3.9 

21403 

26206 


Safe loads for any given hollow round or hollow rectangular columns, corre¬ 
sponding to any suitable factor of safety, can be found from the above table as 
follows:— 

Find from the table the ultimate strength in pounds per square inch corre¬ 
sponding to the given value of -j. Multiply this by the area of the column in 

square inches and divide the product by the safety factor which will give as a 
quotient the required safe load in pounds. 

Example: —Required the safe load for a hollow round cast iron column 16 feet 
long, 10 inches external diameter with metal 1 inch thick with safety factor of 
I 16 

eight. The ratio of — in this case is Jq = 1.6 and the corresponding ultimate 

strength from the tables is 54 766 pounds per square inch. 

From the table of areas of circles it is found that the net area of the column is 

r >4 V 28 *3 

28.3 square inches. The safe load is, therefore,---— = 193 735 pounds 

• f ® 

or approximately 97 net tons, which is the required result. 


























CAMBRIA STEEL. 277 


EXPLANATIONS OF TABLES OF SAFE LOADS FOR BEAM BOX-GIRDERS AND 
PLATE GIRDERS, PAGES 278 TO 298 INCLUSIVE. 

For cases in which the loads to be carried exceed the capacities of single rolled 
beams or ordinary beam girders composed of two or more beams with the usual 
bolts and separators, it is necessary to use built-up sections. 

Beam Box-Girders. —A useful and economical section of this kind can be com¬ 
posed of two rolled beams with plates riveted to the top and bottom flanges, making 
a beam box-girder, for which tables of safe uniformly distributed loads are given 
on pages 278 to 288 inclusive. 

The safe loads given in the tables include the weights of the beam box-girders, 
and are figured from the moment of inertia or the section modulus after making the 
necessary deductions for rivet holes, the fibre stress used in the calculations being 
15 000 pounds per square inch of net section. 

Beam box-girders are particularly useful for supporting wide walls and in other 
locations up to the limits of their capacity, but they should not be placed where ex¬ 
posed to moisture, as the section is such that access cannot be had to their interior 
for inspection and painting. 

Plate Girders. —In cases where the widths of beam box-girders would prohibit 
their use, and for loads greater than their capacities, plate girders composed of plates 
and angles may be used. 

Tables of safe loads uniformly distributed for plate girders from 24" to 48" deep 
are given on pages 289 to 298 inclusive. 

The loads given in the tables include the weights of the girders and are calculated 
from the moment of inertia or the section modulus after making a proper deduction 
for rivet holes, the fibre stress used in the calculation being 15 000 pounds per square 
inch of net section. • 

Although the tables do not show the stiffener angles for plate girders, care should 
be taken that these are provided in all cases where necessary to prevent buckling of 
the web due to the shearing action therein. The stiffeners should be made of angles 
riveted to the web, fitted tightly between the top and bottom flange angles, and they 
should be provided, at the end of the girders, of such size and number as to be 
capable of carrying the total reaction at each end to the supports. Stiffeners should 
also be provided at intervals along the girder, spaced at suitable distances apart, as 
determined by the formula and explanations on pages 76 and 77. 

Care should also be taken in arranging the rivet spacing for connecting the flange 
angles to the web, so that sufficient rivets are provided to properly transmit the 
stresses which act between these two portions of the construction. This will require 
the rivets to be spaced more closely at the ends than at the center, and the exact 
spacing at any point along the girder may be obtained by dividing the product of 
the distance between the center lines of the rivet holes in the two flanges and the 
resistance of one rivet by the total vertical shear at the given point, thus : 



S = the total vertical shear, in pounds, at the point under consideration, 
r = the resistance of one rivet, i. e., the bearing value or shearing value, whichever 
is the smaller, expressed in pounds. 

h = the depth of the girder between the upper and lower center lines of rivets, 
expressed in inches. 

p = pitch of rivets in the flange angles, expressed in inches. 

The formula above will give the theoretical rivet spacing at any point in the 
flanges due to the total shear, but in practice the pitch for various portions of the 
length should be stated for the least possible number of spacing panels containing 
an even number of spaces, the pitch in each of which should preferably be expressed 
in even inches or even inches and halves or quarters of an inch, and the usual limits 
of pitch will vary from to 6". 

The rivet spacing should also conform to the rules given on page 330, and in 
cases where loads are applied directly to the flanges, sufficient rivets must be pro¬ 
vided to carry these in addition to the rivets necessary for securing the web and 
flanges together as explained above. 

It should also be noted that the safe loads given in the tables are based on the 
assumption that the girder is supported laterally, otherwise a proper reduction in 
the allowable safe load must be made, as explained in connection with beams on 
pages 70 and 71. 

The weights of beam box-girders and plate girders in the tables are expressed in 
pounds per lineal foot, including the rivets necessary to secure the web and flanges 
together, but the weights do not include any allowance for brackets, stiffeners, con¬ 
nections or other details, as these will vary, subject to the conditions of each case. 








278 


CAMBRIA STEEL 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with H" rivet holes in both flanges deducted, and include weight of girder. 


2-Plates 
12" Wide. 








s 


2-10" I-Beams 
25 lbs. per foot. 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Plates in Inches. 

For Thicknesses Greater than %" Use Two Plates. 

$ 

& 

t 

li 

i 

if 

l 

15 

TO 

1 

10 

90 

96 

102 

109 

115 

121 

127 

134 

140 

11 

82 

87 

93 

99 

104 

110 

116 

121 

127 

12 

75 

80 

85 

90 

96 

101 

106 

111 

117 

13 

69 

74 

79 

84 

88 

93 

98 

103 

108 

14 

64 

69 

73 

78 

82 

86 

91 

95 

100 

15 

60 

64 

68 

72 

77 

81 

85 

89 

93 

16 

56 

60 

64 

68 

72 

76 

80 

83 

87 

17 

53 

57 

60 

64 

68 

71 

75 

79 

82 

18 

50 

53 

57 

60 

64 

67 

71 

74 

78 

19 

47 

51 

54 

57 

60 

64 

67 

70 

74 

20 

45 

48 

51 

54 

57 

60 

64 

67 

70 

21 

43 

46 

49 

52 

55 

58 

61 

64 

67 

22 

41 

44 

47 

49 

52 

55 

58 

61 

64 

23 

39 

42 

45 

47 

50 

53 

55 

58 

61 

24 

38 

40 

43 

45 

48 

50 

53 

56 

58 

25 

36 

38 

41 

43 

46 

48 

51 

53 

56 

26 

35 

37 

39 

42 

44 

47 

49 

51 

54 

27 

33 

36 

38 

40 

43 

45 

47 

49 

52 

28 

32 

34 

37 

39 

41 

43 

45 

48 

50 

29 

31 

33 

35 

37 

40 

42 

44 

46 

48 

30 

30 

32 

34 

36 

38 

40 

42 

45 

47 

31 

29 

31 

33 

35 

37 

39 

41 

43 

45 

32 

28 

30 

32 

34 

36 

38 

40 

42 

44 

33 

27 

29 

31 

33 

35 

37 

39 

40 

42 

34 

26 

28 

30 

32 

34 

36 

37 

39 

41 

Weight per 
Foot in Pounds. 

94.6 

99.8 

104.8 

110.0 

115.0 

120.1 

125.2 

130.3 

135.4 

Section 

Modulus. 

90.1 

96.3 

102.4 

108.6 

114.8 

121.0 

127.2 

133.5 

139.8 

Coefficient of 
Deflection. 

0.00000145 

0.00000118 

0.00000098 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = span. 











































































CAMBRIA STEEL. 279 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with xi" rivet holes in both flanges deducted, and include weight of girder. 


2-Plates 
14" Wide 






4 


h, 


H-IOJ#-* 


2-12" I-Beams 
31.5 lbs. per foot. 


Distance Center Thickness of Plates in Inches. 


to Center of For Thicknesses Greater than %" Use Two Plates. 


Hearings m 
Feet. 

h 

lE 

f 

jk 

i 

it 

i 

it 

1 

10 

132 

141 

150 

159 

167 

176 

185 

194 

203 

11 

120 

128 

136 

144 

152 

160 

168 

177 

185 

12 

110 

117 

125 

132 

140 

147 

154 

162 

169 

13 

102 

108 

115 

122 

129 

136 

143 

149 

156 

14 

94 

101 

107 

113 

120 

126 

132 

139 

145 

15 

88 

94 

100 

106 

112 

118 

123 

129 

135 

16 ' 

83 

88 

94 

99 

105 

110 

116 

121 

127 

17 

78 

83 

88 

93 

98 

104 

109 

114 

120 

18 

73 

78 

83 

88 

93 

98 

103 

108 

113 

19 

70 

74 

79 

83 

88 

93 

98 

102 

107 

20 

66 

70 

75 

79 

84 

88 

93 

97 

102 

21 

63 

67 

71 

76 

80 

84 

88 

92 

97 

22 

60 

64 

68 

72 

76 

80 

84 

88 

92 

23 

57 

61 

65 

69 

73 

77 

81 

84 

88 

24 

55 

59 

62 

66 

70 

73 

77 

81 

85 

25 

53 

56 

60 

63 

67 

71 

74 

78 

81 

26 

51 

54 

58 

61 

64 

68 

71 

75 

78 

27 

49 

52 

55 

59 

62 

65 

69 

72 

75 

28 

47 

50 

53 

57 

60 

63 

66 

69 

73 

29 

46 

49 

52 

55 

, 58 

61 

64 

67 

70 

30 

44 

47 

50 

53 

56 

59 

62 

65 

68 

31 

43 

45 

48 

51 

54 

57 

60 

63 

66 

32 

41 

44 

47 

50 

52 

55 

58 

61 

64 

33 

40 

43 

45 

48 

51 

53 

56 

59 

62 

34 

39 

41 

44 

47 

49 

52 

54 

57 

60 

Weight per 
Foot in Pounds. 

114.4 

120.4 

126.3 

132.3 

138.3 

144.2 

150.1 

156.1 

162.0 

Section 

Modulus. 

132.1 

140.9 

149.7 

158.5 

167.4 

176.3 

185.3 

194.2 

1 

203.2 

Coefficient of 
Deflection. 

0 

000000842 

0 

000000688 

0 

.000000577 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = 3^5 span. 




















































































280 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with rivet holes in both flanges deducted, and include weight of girder. 




2-Plates 
14" Wide. 



2-12" I-Beams 
40 lbs. per foot. 


fc-10 M'-'-H 


Distance Center 
to Center of 


Thickness of Plates in Inches. 

For Thicknesses Greater than Use Two Plates. 


in 

Feet. 


i*§ 

f 

li 

16 

f 

13 

16 

8 

15 

16 

1 

10 

147 

155 

164 

173 

181 

190 

199 

208 

217 

11 

133 

141 

149 

157 

165 

173 

181 

189 

197 

12 

122 

129 

137 

144 

151 

158 

166 

173 

181 

13 

113 

119 

126 

133 

140 

146 

153 

160 

167 

14 

105 

111 

117 

123 

130 

136 

142 

148 

155 

15 

98 

104 

109 

115 

121 

127 

133 

139 

144 

16 

92 

97 

102 

108 

113 

119 

124 

130 

135 

17 

86 

91 

96 

102 

107 

112 

117 

122 

127 

18 

81 

86 

91 

96 

101 

106 

111 

115 

120 

19 

77 

82 

86 

91 

95 

100 

105 

109 

114 

20 

73 

78 

82 

86 

91 

95 

99 

104 

108 

21 

70 

74 

78 

82 

86 

91 

95 

99 

103 

22 

67 

71 

75 

78 

82 

86 

90 

94 

99 

23 

64 

68 

71 

75 

79 

83 

87 

90 

94 

24 

61 

65 

68 

72 

76 

79 

83 

87 

90 

25 

59 

62 

66 

69 

73 

76 

80 

83 

87 

26 

56 

60 

63 

66 

70 

73 

77 

80 

83 

27 

54 

58 

61 

64 

67 

70 

74 

77 

80 

28 

52 

55 

59 

62 

65 

68 

71 

74 

77 

29 

51 

54 

57 

60 

63 

66 

69 

72 

75 

30 

49 

52 

55 

58 

60 

63 

66 

69 

72 

31 

47 

50 

53 

56 

59 

61 

64 

67 

70 

32 

46 

49 

51 

54 

57 

59 

62 

65 

68 

33 

44 

47 

50 

52 

55 

58 

60 

63 

66 

34 

43 

46 

48 

51 

53 

56 

59 

61 

64 

Weight per 
Foot in Pounds. 

131.4 

137.4 

143.3 

149.3 

155.3 

161.2 

167.1 

173.1 

179.0 

Section 

Modulus. 

146.6 

155.3 

163.9 

172.7 

181.4 

190.2 

199.0 

207.8 

216.7 

Coefficient of 
Deflection. 

0 . 

000000763 

0.000000635 

0.000000539 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

















































































CAMBRIA STEEL. 


281 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with x!" rivet holes in both flanges deducted, and include weight of girder. 



2-15" I-Beams 
42 lbs. per foot. 


Distance Center 
to Center of 
Bearings in 
Feet. 


Thickness of Plates in Inches. 

For Thicknesses Greater than %" Use Two Plates. 


t 

li 

16 

3 

4 

it 

3- 

15 

16 

1 

1* 

H 

1* 

li 

10 

212 

223 

234 

245 

256 

267 

278 

289 

300 

312 

323 

11 

193 

203 

213 

223 

233 

243 

253 

263 

273 

283 

293 

12 

177 

186 

195 

204 

213 

223 

232 

241 

250 

260 

269 

13 

163 

172 

180 

188 

197 

205 

214 

223 

231 

240 

248 

14 

151 

159 

167 

175 

183 

191 

199 

207 

215 

223 

231 

15 

141 

149 

156 

163 

171 

178 

185 

193 

200 

208 

215 

16 

133 

139 

146 

153 

160 

167 

174 

181 

188 

195 

202 

17 

125 

131 

138 

144 

151 

157 

164 

170 

177 

183 

190 

18 

118 

124 

130 

136 

142 

148 

155 

161 

167 

173 

179 

19 

112 

117 

123 

129 

135 

141 

146 

152 

158 

164 

170 

20 

106 

112 

117 

122 

128 

134 

139 

145 

150 

156 

161 

21 

101 

106 

111 

117 

122 

127 

132 

138 

143 

148 

154 

22 

96 

101 

106 

111 

116 

121 

126 

131 

137 

142 

147 

23 

92 

97 

102 

107 

111 

116 

121 

126 

131 

135 

140 

24 

88 

93 

98 

102 

107 

111 

116 

121 

125 

130 

135 

25 

85 

89 

94 

98 

102 

107 

111 

116 

120 

125 

129 

26 

82 

86 

90 

94 

98 

103 

107 

111 

116 

120 

124 

27 

79 

83 

87 

91 

95 

99 

103 

107 

111 

115 

120 

28 

76 

80 

84 

88 

91 

95 

99 

103 

107 

111 

115 

29 

73 

77 

81 

84 

88 

92 

96 

100 

104 

107 

111 

30 

71 

74 

78 

82 

85 

89 

93 

96 

100 

104 

108 

31 

68 

72 

75 

79 

83 

86 

90 

93 

97 

101 

104 

32 

66 

70 

73 

77 

80 

83 

87 

90 

94 

97 

101 

33 

64 

68 

71 

74 

78 

81 

84 

88 

91 

94 

98 

34 

62 

66 

69 

72 

75 

79 

82 

85 

88 

92 

95 

Weight per 

147.3 

153.3 

159.3 

165.2 

171.1 

177.1 

183.0 

189.0 

194.9 

200.9 

206.8 

Foot in Founds. 










Section 

212.1 

223.0 

234.0 

245.0 

256.0 

267.1 

278.2 

289.3 

300.5 

311.6 

322.8 

Modulus. 









Coefficient of 

0.000000426 

0.000000362 

0.000000314 

0.000000281 

Deflection. 














































































282 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with H" rivet holes in both flanges deducted, and include weight of girder. 





2-15" I-Beams 
60 lbs. per foot. 


Distance Center Thickness of Plates in Inches. 

to Center of For Thicknesses Greater than Use Two Plates. 


Bearings in 












Feet. 

5 

8 

is 

f 

13 

16 

i 

15. 

16 

1 

Its 

H 

1 & 

1 1 
A 4 

10 

259 

271 

282 

294 

306 

318 

329 

341 

353 

365 

377 

11 

236 

246 

257 

267 

278 

289 

299 

310 

321 

332 

342 

12 

216 

226 

235 

245 

255 

265 

274 

284 

294 

304 

314 

13 

199 

208 

217 

226 

235 

244 

253 

262 

272 

281 

290 

14 

185 

193 

202 

210 

218 

227 

235 

244 

252 

261 

269 

15 

173 

181 

188 

196 

204 

212 

220 

227 

235 

243 

251 

16 

162 

169 

177 

184 

191 

198 

206 

213 

221 

228 

235 

17 

152 

159 

166 

173 

180 

187 

194 

201 

208 

215 

222 

18 

144 

150 

157 

163 

170 

176 

183 

190 

196 

203 

209 

19 

136 

143 

149 

155 

161 

167 

173 

180 

186 

192 

198 

20 

130 

135 

141 

147 

153 

159 

165 

171 

176 

182 

188 

21 

123 

129 

134 

140 

146 

151 

157 

162 

168 

174 

179 

22 

118 

123 

128 

134 

139 

144 

150 

155 

160 

166 

171 

23 

113 

118 

123 

128 

133 

138 

143 

148 

153 

159 

164 

24 

108 

113 

118 

123 

127 

132 

137 

142 

147 

152 

157 

25 

104 

108 

113 

118 

122 

127 

132 

136 

141 

146 

151 

26 

100 

104 

109 

113 

118 

122 

127 

131 

136 

140 

145 

27 

96 

100 

105 

109 

113 

118 

122 

126 

131 

135 

140 

28 

93 

97 

101 

105 

109 

113 

118 

122 

126 

130 

135 

29 

89 

93 

97 

101 

105 

109 

114 

118 

122 

126 

130 

30 

86 

90 

94 

98 

102 

106 

no 

114 

118 

122 

126 

31 

84 

87 

91 

95 

99 

102 

106 

110 

114 

118 

122 

32 

81 

85 

88 

92 

96 

99 

103 

107 

110 

114 

118 

33 

79 

82 

86 

89 

93 

96 

100 

103 

107 

111 

114 

34 

76 

80 

83 

87 

90 

93 

97 

100 

104 

107 

111 

Weight per 
Foot in Pounds. 

187.6 

194.0 

200.4 

206.7 

213.1 

219.5 

225.8 

232.2 

238.6 

245.0 

251.4 

Section 

Modulus 

259.2 

270.8 

282.4 

294.1 

305.8 

317.5 

329.3 

341.1 

353.0 

364.9 

376.8 

Coefficient of 
Deflection. 

0.000000350 

0.000000303 

0.000000266 

0.000000240 

































































CAMBRIA STEEL. 283 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch; 
with xf" rivet holes in both flanges deducted, and include weight of girder. 


2-Plates 
15" Wide. 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Plates in Inches. 

For Thicknesses Greater than %" Use Two Plates. 

t 

ii 

t 

it 

7 

8 

15 

16 

1 

1t6 

H 

1* 

li 

10 

300 

311 

322 

334 

345 

357 

368 

380 

391 

403 

414 

11 

272 

283 

293 

303 

314 

324 

335 

345 

356 

366 

377 

12 

250 

259 

269 

278 

288 

297 

307 

316 

326 

336 

345 

13 

231 

239 

248 

257 

265 

274 

283 

292 

301 

310 

319 

14 

214 

222 

230 

238 

247 

255 

263 

271 

279 

288 

296 

15 

200 

207 

215 

222 

230 

238 

245 

253 

261 

269 

276 

16 

187 

194 

201 

209 

216 

223 

230 

237 

244 

252 

259 

17 

176 

183 

190 

196 

203 

210 

217 

223 

230 

237 

244 

18 

167 

173 

179 

185 

192 

198 

204 

211 

217 

224 

230 

19 

158 

164 

170 

176 

182 

188 

194 

200 

206 

212 

218 

20 

150 

156 

161 

167 

173 

178 

184 

190 

196 

201 

207 

21 

143 

148 

154 

159 

164 

170 

175 

181 

186 

192 

197 

22 

136 

141 

147 

152 

157 

162 

167 

173 

178 

183 

188 

23 

130 

135 

140 

145 

150 

155 

160 

165 

170 

173 

180 

24 

125 

130 

134 

139 

144 

149 

153 

158 

163 

168 

173 

25 

120 

124 

129 

133 

138 

143 

147 

152 

156 

161 

166 

26 

115 

120 

124 

128 

133 

137 

142 

146 

150 

155 

159 

27 

111 

115 

119 

124 

128 

132 

136 

141 

145 

149 

153 

28 

107 

111 

115 

119 

123 

127 

131 

136 

140 

144 

148 

29 

103 

107 

111 

115 

119 

123 

127 

131 

135 

139 

143 

30 

100 

104 

107 

111 

115 

119 

123 

127 

130 

134 

138 

31 

97 

100 

104 

108 

111 

115 

119 

122 

126 

130 

134 

32 

94 

97 

101 

104 

108 

111 

115 

119 

122 

126 

130 

33 

91 

94 

98 

101 

105 

108 

112 

115 

119 

122 

126 

34 

88 

91 

95 

98 

102 

105 

108 

112 

115 

118 

122 

Weight per 

227.6 

234.0 

240.4 

246.7 

253.1 

259.5 

265.8 

272.2 

278.6 

285.0 

291.4 

Foot in Pounds. 












Section 

299.7 

311.0 

322.4 

333.7 

345.1 

356.6 

368.1 

379.6 

391.2 

402.8 

414.4 

Modulus. 












Coefficient of 

0.000000305 

0.000000269 

0.000000239 

0.000000218 

Deflection. 













I 




-K*-. 


4 




2-15" I-Beams 
80 lbs. per foot. 


T* 1 J 








































































284 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 


Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with xf" rivet holes in both flanges deducted, and include weight of girder. 


2-Platea 
16* Wide. 






K-ll 94'Aw 


2-18" I-Beams 
55 lbs. per foot. 


Distance Center 



Thickness of Plates in Inches. 



to Center of 


For Thicknesses Greater than W Use Two Plates. 


Bearings in 























Feet. 

f 


1 

15. 

16 

1 

1* 

n 

1A 

H 

1 A 

If 

15 

227 

237 

247 

258 

268 

278 

289 

299 

309 

320 

330 

16 

213 

222 

232 

242 

251 

261 

271 

280 

290 

300 

310 

17 

200 

209 

218 

227 

237 

246 

255 

264 

273 

282 

291 

18 

189 

198 

206 

215 

223 

232 

241 

249 

258 

267 

275 

19 

179 

187 

195 

203 

212 

220 

228 

236 

244 

253 

261 

20 

170 

178 

186 

193 

201 

209 

217 

224 

232 

240 

248 

21 

162 

169 

177 

184 

191 

199 

206 

214 

221 

228 

236 

22 

155 

162 

169 

176 

183 

190 

197 

204 

211 

218 

225 

23 

148 

155 

161 

168 

175 

182 

188 

195 

202 

209 

215 

24 

142 

148 

155 

161 

168 

174 

180 

187 

193 

200 

206 

25 

136 

142 

148 

155 

161 

167 

173 

179 

186 

192 

198 

26 

131 

137 

143 

149 

155 

161 

167 

173 

179 

185 

191 

27 

126 

132 

137 

143 

149 

155 

160 

166 

172 

178 

183 

28 

122 

127 

133 

138 

144 

149 

155 

160 

166 

171 

177 

29 

117 

123 

128 

133 

139 

144 

149 

155 

160 

165 

171 

SO 

113 

119 

124 

129 

134 

139 

144 

150 

155 

160 

165 

31 

110 

115 

120 

125 

130 

135 

140 

145 

150 

155 

160 

32 

106 

111 

116 

121 

126 

130 

135 

140 

145 

150 

155 

33 

103 

108 

112 

117 

122 

127 

131 

136 

141 

145 

150 

34 

100 

105 

109 

114 

118 

123 

127 

132 

137 

141 

146 

35 

97 

102 

106 

110 

115 

119 

124 

128 

133 

137 

142 

36 

95 

99 

103 

107 

112 

116 

120 

125 

129 

133 

138 

37 

92 

96 

100 

104 

109 

113 

117 

121 

125 

130 

134 

38 

90 

94 

98 

102 

106 

110 

114 

118 

122 

126 

130 

39 

87 

91 

95 

99 

103 

107 

111 

115 

119 

123 

127 

Weight per 
Foot in Pounds. 

195.5 

202.2 

209.0 

215.8 

222.6 

229.4 

236.2 

243.1 

249.8 

256.7 

263.4 

Section 

Modulus. 

340.5 

355.8 

371.2 

386.6 

402.1 

417.5 

433.0 

448.6 

464.2 

479.8 

495.4 

Coefficient of 
Deflection. 

0.000000223 

0.000000193 

0.000000170 

0.000000154 






































































CAMBRIA STEEL. 


285 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with rivet holes in both flanges deducted, and include weight of girder. 



2-20" I-Beams 
65 lbs. per foot. 


Distance Center 
to Center of 
Bearings in 
Feet. 


Thickness of Plates in Inches. 

For Thicknesses Greater than %" Use Two Plates. 


t 

13 

16 

f. 

15 

16 

1 

Ire 

H 

1 3 

J-re 

li 

1^ 

If 

15 

275 

286 

297 

308 

320 

331 

343 

354 

365 

377 

388 

16 

257 

268 

279 

289 

300 

310 

321 

332 

343 

350 

364 

17 

242 

252 

262 

272 

282 

292 

302 

312 

322 

333 

343 

18 

229 

238 

248 

257 

266 

276 

285 

295 

305 

314 

324 

19 

217 

226 

235 

244 

252 

261 

270 

280 

288 

298 

307 

20 

206 

214 

223 

231 

240 

248 

257 

266 

274 

283 

291 

21 

196 

204 

212 

220 

228 

237 

245 

253 

261 

269 

277 

22 

187 

195 

203 

210 

218 

226 

234 

241 

249 

257 

265 

23 

179 

186 

194 

201 

209 

216 

223 

231 

238 

246 

253 

24 

172 

179 

186 

193 

200 

207 

214 

221 

228 

236 

243 

25 

165 

171 

178 

185 

192 

199 

206 

212 

219 

226 

233 

26 

158 

165 

171 

178 

184 

191 

198 

204 

211 

217 

224 

27 

153 

159 

165 

171 

178 

184 

190 

197 

203 

209 

216 

28 

147 

153 

159 

165 

171 

177 

184 

190 

196 

202 

208 

29 

142 

148 

154 

160 

165 

171 

177 

183 

189 

195 

201 

30 

137 

143 

149 

154 

160 

166 

171 

177 

183 

188 

194 

31 

133 

138 

144 

149 

155 

160 

166 

171 

177 

182 

188 

32 

129 

134 

139 

145 

150 

155 

161 

166 

171 

177 

182 

33 

125 

130 

135 

140 

145 

151 

156 

161 

166 

171 

177 

34 

121 

126 

131 

136 

141 

146 

151 

156 

161 

166 

171 

35 

118 

122 

127 

132 

137 

142 

147 

152 

157 

162 

166 

36 

114 

119 

124 

129 

133 

138 

143 

148 

152 

157 

162 

37 

111 

116 

120 

125 

130 

134 

139 

144 

148 

153 

157 

38 

108 

113 

117 

122 

126 

131 

135 

140 

144 

149 

153 

39 

106 

110 

114 

119 

123 

127 

132 

136 

141 

145 

149 

Weight per 
Foot in Pounds. 

215.5 

222.2 

229.0 

235.8 

242.6 

249.4 

256.2 

263.1 

269.8 

276.7 

283.4 

Section 

Modulus. 

411.8 

428.7 

445.7 

462.7 

479.7 

496.7 

513.8 

531.2 

548.1 

565.3 

582.5 

Coefficient of 
Deflection. 

0.000000168 

0.000000147 

0.000000131 

! 

0.000000119 











































































286 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with tt" rivet holes in both flanges deducted, and include weight of girder. 


2-20" I-Beams 
80 lbs. per foot. 


Distance Center 



Thickness of Plates in Inches. 



to Center of 


For Thicknesses Greater than Vx Use Two Plates. 


Bearings in 























Feet. 

I 

12 

16 

1 

12 

16 

1 

Its 

H 

lire 

U 

lire 

If 

15 

309 

320 

331 

343 

354 

365 

376 

387 

399 

410 

421 

16 

290 

300 

311 

321 

332 

342 

353 

363 

374 

384 

395 

17 

273 

283 

292 

302 

312 

322 

332 

342 

352 

362 

372 

18 

258 

267 

276 

285 

295 

304 

313 

323 

332 

342 

351 

19 

244 

253 

262 

270 

279 

288 

297 

306 

315 

324 

332 

20 

232 

240 

249 

257 

265 

274 

282 

291 

299 

307 

316 

21 

221 

229 

237 

245 

253 

261 

269 

277 

285 

293 

301 

22 

211 

218 

226 

234 

241 

249 

256 

264 

272 

279 

287 

23 

202 

209 

216 

223 

231 

238 

245 

253 

260 

267 

275 

24 

193 

200 

207 

214 

221 

228 

235 

243 

249 

256 

263 

25 

186 

192 

199 

206 

212 

219 

226 

232 

239 

246 

253 

26 

178 

185 

191 

198 

204 

211 

217 

224. 

230 

236 

243 

27 

172 

178 

184 

190 

196 

203 

209 

215 

221 

228 

234 

28 

166 

172 

178 

184 

189 

195 

201 

208 

214 

220 

226 

29 

160 

166 

171 

177 

183 

189 

195 

200 

206 

212 

218 

30 

155 

160 

166 

171 

177 

182 

188 

194 

199 

205 

211 

31 

150 

155 

160 

166 

171 

177 

182 

187 

193 

198 

204 

32 

145 

150 

155 

161 

166 

171 

176 

182 

187 

192 

197 

33 

141 

146 

151 

156 

161 

166 

171 

176 

181 

186 

191 

34 

136 

141 

146 

151 

156 

161 

166 

171 

176 

181 

186 

35 

133 

137 

142 

147 

152 

156 

161 

166 

171 

176 

180 

36 

129 

133 

138 

143 

147 

152 

157 

161 

166 

171 

175 

37 

125 

130 

134 

139 

143 

148 

152 

157 

162 

166 

171 

38 

122 

126 

131 

135 

140 

144 

148 

153 

157 

162 

166 

39 

119 

123 

127 

132 

136 

140 

145 

149 

153 

158 

162 

Weight per 
Foot in Pounds. 

245.5 

252.2 

259.0 

265.8 

272.6 

279.4 

286.2 

293.1 

299.8 

306.7 

313.4 

Section 

Modulus. 

463.8 

480.4 

497.1 

513.8 

530.6 

547.3 

564.1 

581.2 

597.8 

614.7 

631.7 

Coefficient of 
Deflection. 

0.000000149 

0.000000133 

0.000000119 

0.000000110 





































































CAMBRIA STEEL. 


287 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with xo" rivet holes in both flanges deducted, and include weight of girder. 


2-Plates 
18" Wide. 



2-24" I-Beams 
80 lbs. per foot. 




Distance Center 
to Center of 
Bearings in 
Feet. 


Thickness of Plates in Inches. 

For Thicknesses Greater than M" Use Two Plates. 


| 

13 

16 

7 

8 

15 

16 

1 


U 

1 A 

• 1-16 

u 


If 

15 

396 

411 

427 

442 

458 

473 

489 

505 

520 

536 

551 

16 

371 

386 

400 

415 

429 

444 

458 

473 

488 

502 

517 

17 

349 

363 

377 

390 

404 

418 

431 

445 

459 

473 

487 

18 

330 

343 

356 

369 

381 

394 

407 

421 

433 

446 

460 

19 

312 

325 

337 

349 

361 

374 

386 

398 

411 

423 

435 

20 

297 

308 

320 

332 

343 

355 

367 

379 

390 

402 

414 

21 

283 

294 

305 

316 

327 

338 

349 

361 

372 

383 

394 

22 

270 

280 

291 

302 

312 

323 

333 

344 

355 

365 

376 

23 

258 

268 

278 

288 

299 

309 

319 

329 

339 

349 

360 

24 

247 

257 

267 

276 

286 

296 

306 

315 

325 

335 

345 

25 

237 

247 

256 

265 

275 

284 

293 

303 

312 

321 

331 

26 

228 

237 

246 

255 

264 

273 

282 

291 

300 

309 

318 

27 

220 

228 

237 

246 

254 

263 

272 

280 

289 

298 

306 

28 

212 

220 

229 

237 

245 

254 

262 

270 

279 

287 

295 

29 

205 

213 

221 

229 

237 

245 

253 

261 

269 

277 

285 

30 

198 

206 

213 

221 

229 

237 

244 

252 

260 

268 

276 

31 

192 

199 

206 

214 

222 

229 

237 

244 

252 

259 

267 

32 

186 

193 

200 

207 

215 

222 

229 

237 

244 

251 

258 

33 

180 

187 

194 

201 

208 

215 

222 

229 

236 

244 

251 

34 

175 

181 

188 

195 

202 

209 

216 

223 

229 

236 

243 

35 

170 

176 

183 

190 

196 

203 

210 

216 

223 

230 

236 

36 

165 

171 

178 

184 

191 

197 

204 

210 

217 

223 

230 

37 

160 

167 

173 

179 

186 

192 

198 

205 

211 

217 

224 

38 

156 

162 

168 

175 

181 

187 

193 

199 

205 

211 

218 

39 

152 

158 

164 

170 

176 

182 

188 

194 

200 

206 

212 

Weight per 

255.7 

263.3 

271.0 

278.6 

286.2 

293.9 

301.5 

309.2 

316.8 

324.5 

332.1 

Foot in Pounds. 








Section 

593.7 

616.9 

640.1 

663.4 

686.7 

710.0 

733.3 

757.1 

780.2 

803.6 

827.1 

Modulus. 









Coefficient of 

0.0000000983 

0.0000000870 

0.0000000778 

0.0000000713 

Deflection. 














































































288 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
. BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with if" rivet holes in both flanges deducted, and include weight of girder. 


2-24" I-Beams 
105 lbs. per foot. 


Distance Center 



Thickness of Plates in 

Inches. 



to Center of 


For Thicknesses Greater than Use Two Plates. 


Bearings in 












Feet. 

3 

4 

13 

16 

7 

8 

15 

16 

1 

1* 

u 

Ire 

i i 

1 -4 

•*-16 

1 £ 

J-8 

15 

466 

481 

496 

511 

526 

541 

557 

572 

587 

602 

618 

16 

437 

451 

465 

479 

493 

507 

522 

536 

550 

565 

579 

17 

411 

424 

437 

451 

464 

478 

491 

505 

518 

532 

545 

18 

388 

401 

413 

426 

438 

451 

464 

477 

489 

502 

515 

19 

368 

379 

391 

403 

415 

427 

439 

451 

463 

476 

488 

20 

349 

361 

372 

383 

395 

406 

417 

429 

440 

452 

463 

21 

333 

343 

354 

365 

376 

387 

398 

408 

419 

430 

441 

22 

317 

328 

338 

348 

359 

369 

379 

390 

400 

411 

421 

23 

304 

314 

323 

333 

352 

353 

363 

373 

383 

393 

403 

24 

291 

300 

310 

319 

329 

338 

348 

357 

367 

376 

386 

25 

279 

288 

297 

307 

316 

325 

334 

343 

352 

361 

371 

26 

269 

277 

286 

295 

303 

312 

321 

330 

339 

347 

356 

27 

259 

267 

275 

284 

292 

301 

309 

318 

326 

335 

343 

28 

249 

258 

265 

274 

282 

290 

298 

306 

314 

323 

331 

29 

241 

249 

256 

264 

272 

280 

288 

296 

304 

312 

319 

30 

2.33 

240 

248 

255 

263 

271 

278 

286 

293 

301 

309 

31 

225 

232 

240 

247 

254 

262 

269 

277 

284 

291 

299 

32 

218 

225 

232 

239 

246 

254 

261 

268 

275 

282 

289 

33 

211 

218 

225 

232 

239 

246 

253 

260 

267 

274 

281 

34 

205 

212 

219 

225 

232 

239 

245 

252 

259 

266 

272 

35 

199 

206 

212 

219 

225 

232 

238 

245 

251 

258 

265 

36 

194 

200 

206 

213 

219 

225 

232 

238 

245 

251 

257 

37 

189 

195 

201 

207 

213 

219 

226 

232 

238 

244 

250 

38 

184 

190 

196 

202 

208 

214 

220 

226 

237 

238 

244 

39 

179 

185 

191 

196 

202 

208 

214 

220 

226 

232 

237 

Weight per 
Foot in Pounds 

305.6 

313.3 

320.9 

328.6 

336.2 

343.9 

351.5 

359.2 

366.8 

374.5 

382.1 

Section 

Modulus. 

698.6 

721.3 

744.0 

766.8 

789.6 

812.4 

835.3 

858.2 

881.1 

904.1 

927.1 

Coefficient of 
Deflection = 

0.000000001 x 

87 

84 

81 

78 

76 

73 

71 

69 

66 

64 

63 




2 Plates 
18" Wide. 






-12%"~4 






















































































CAMBRIA STEEL. 


289 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for a 
fibre stress of 15 000 pounds per square inch on the net section. The net section 
is obtained by deducting holes figured at Vs of an inch in diameter (for V" rivets) 
from both flanges. 


Web Plate 
24" X Vs" 



Flange Angles 
5" X 3 W 


Web Plate 
27" X Vs" 



Flange Angles 
5" X 3H" 


Distance 
Center to 
Center of 
Bearings 
in Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange 
Angles in Inches. 

3 

8 

1 

2 

5 

8 

3 

4 

3 

8 

1 

2 


3 

4 

25 

59 

74 

87 


69 

85 

101 


26 

57 

71 

84 


67 

82 

97 


27 

55 

68 

81 

92 

64 

79 

93 


28 

53 

66 

78 

89 

62 

76 

90 

103 

29 

51 

63 

75 

86 

60 

74 

87 

99 

30 

50 

61 

73 

83 

58 

71 

84 

96 

31 

48 

59 

70 

80 

56 

69 

81 

93 

32 

46 

57 

68 

78 

54 

67 

79 

90 

33 

45 

56 

66 

75 

53 

65 

76 

87 

34 

44 

54 

64 

73 

51 

63 

74 

85 

35 

42 

53 

62 

71 

50 

61 

72 

82 

36 

41 

51 

60 

69 

48 

59 

70 

80 

37 

40 

50 

59 

67 

47 

58 

68 

78 

38 

39 

48 

57 

66 

46 

56 

66 

76 

39 

38 

47 

56 

64 

44 

55 

65 

74 

40 

37 

46 

54 

62 

43 

53 

63 

72 

41 

36 

45 

53 

61 

42 

52 

61 

70 

42 

35 

44 

52 

59 

41 

51 

60 

69 

43 

35 

43 

51 

58 

40 

50 

59 

67 

44 

34 

42 

49 

57 

39 

49 

57 

65 

45 

33 

41 ' 

48 

55 

39 

47 

56 

64 

46 

32 

40 

47 

54 

38 

46 

55 

63 

47 

32 

39 

46 

53 

37 

45 

54 

61 

48 

31 

38 

45 

52 

36 

44 

53 

60 

49 

30 

38 

44 

51 

35 

44 

51 

59 

50 

30 

37 

44 

50 

35 

43 

50 

58 

51 

29 

36 

43 

49 

34 

42 

49 

57 

52 

29 

35 

42 

48 

33 

41 

48 

55 

53 

28 

35 

41 

47 

33 

40 

48 

54 

54 

28 

34 

40 

46 

32 

40 

47 

53 

Weight per 
Foot in 
Pounds. 

74.1 

86.9 

99.7 

111.7 

78 

90.8 

103.6 

115.6 


















































290 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 


The safe loads below include the weight of the girder and are calculated for a 
fibre stress of 15 000 pounds per square inch on the net section. The net section 
is obtained by deducting holes figured at J4 of an inch in diameter (for %" rivets) 
from both flanges. 






Web Plate 

Flange Angles 

Web Plate 

30" X 


6" X 3 W 

33" X M” 


Distance 
Center to 
Center of 
Bearings 
in Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange 
Angles in Inches. 

3 

8 

1 

2 

5 

J 

3 

4 

3 

8 

1 

2 

8 

8 

3 

4 

30 

74 

91 

108 


83 

103 

122 


31 

71 

88 

105 


81 

100 

118 


32 

69 

86 

101 

116 

78 

97 

114 

131 

33 

67 

83 

98 

113 

76 

94 

111 

127 

34 

65 

81 

95 

109 

74 

91 

107 

123 

35 

63 

78 

93 

106 

72 

88 

104 

119 

36 

61 

76 

90 

103 

70 

86 

101 

116 

37 

60 

74 

88 

101 

68 

84 

99 

113 

38 

58 

72 

85 

98 

66 

81 

96 

110 

39 

57 

70 

83 

95 

64 

79 

94 

107 

40 

55 

69 

81 

93 

63 

77 

91 

104 

41 

54 

67 

79 

91 

61 

75 

89 

102 

42 

53 

65 

77 

89 

60 

74 

87 

99 

43 

51 

64 

75 

86 

58 

72 

85 

97 

44 

50 

62 

74 

85 

57 

70 

83 

95 

45 

49 

61 

72 

83 

56 

69 

81 

93 

46 

48 

60 

71 

81 

54 

67 

79 

91 

47 

47 

58 

69 

79 

53 

66 

78 

89 

48 

46 

57 

68 

77 

52 

64 

76 

87 

49 

45 

56 

66 

76 

51 

63 

75 

85 

50 

44 

55 

65 

74 

50 

62 

73 

84 

51 

43 

54 

64 

73 

49 

61 

72 

82 

52 

43 

53 

62 

72 

48 

59 

70 

80 

53 

42 

52 

61 

70 

47 

58 

69 

79 

54 

41 

51 

60 

69 

46 

57 

68 

77 

55 

40 

50 

59 

68 

46 

56 

66 

76 

56 

39 

49 

58 

66 

45 

55 

65 

75 

57 

39 

48 

57 

65 

44 

54 

64 

73 

58 

38 

47 

56 

64 

43 

53 

63 

72 

59 

37 

46 

55 

63 

42 

52 

62 

71 

Weight per 

Foot in 
Pounds. 

87.0 

101.4 

115.8 

129.8 

90.8 

105.2 

119.6 

133.6 


Flange Angles 

6" x 3 yt 


I 


























































CAMBRIA STEEL. 


291 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15 000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at one inch in diameter (for yi" 
rivets) from both flanges. 


Web Plate 36" X V% 
Flange Angles 6" X 4" 



c=l 










Web Plate 36" X Y& 

Flange Angles 6" X 4" X %" 
Flange Plate 14" 


Distance Center 

Thickness of Flange 

Thickness of Flange Plate 

to Center of 

Angles in Inches. 



in Inches. 



Bearings in 
Feet. 












3 

l 

5 

3 

7 

3 

i 

5 

3 

7 



8 

2 

8 

4 

8 

8 

2 

8 

4 

8 

X 

30 

95 

117 

138 

158 

177 

191 

209 

226 

243 

260 

277 

31 

92 

113 

133 

152 

171 

185 

202 

218 

235 

252 

268 

32 

89 

109 

129 

148 

166 

179 

196 

212 

227 

244 

260 

33 

86 

106 

125 

143 

161 

174 

190 

205 

221 

236 

252 

34 

81 

103 

121 

139 

156 

169 

184 

199 

214 

229 

244 

35 

81 

100 

118 

135 

151 

164 

179 

193 

208 

223 

237 

36 

79 

97 

115 

131 

147 

159 

174 

188 

202 

217 

231 

37 

77 

94 

112 

128 

143 

155 

169 

183 

197 

211 

225 

38 

75 

92 

109 

124 

140 

151 

165 

178 

192 

205 

219 

39 

73 

90 

106 

121 

136 

147 

160 

174 

187 

200 

213 

40 

71 

87 

103 

118 

132 

143 

156 

169 

182 

195 

208 

41 

69 

85 

101 

115 

129 

140 

153 

165 

178 

190 

203 

42 

68 

83 

98 

113 

126 

137 

149 

161 

173 

186 

198 

43 

66 

81 

96 

110 

123 

133 

146 

157 

169 

181 

193 

44 

65 

79 

94 

107 

120 

130 

142 

154 

165 

177 

189 

45 

63 

78 

92 

105 

118 

127 

139 

150 

162 

173 

185 

46 

62 

76 

90 

103 

115 

125 

136 

147 

158 

169 

181 

47 

61 

74 

88 

101 

113 

122 

133 

144 

155 

166 

177 

48 

59 

73 

86 

98 

110 

120 

130 

141 

152 

162 

173 

49 

58 

71 

84 

96 

108 

117 

128 

138 

149 

158 

170 

50 

57 

70 

83 

95 

106 

115 

125 

135 

146 

156 

166 

51 

56 

69 

81 

93 

104 

112 

123 

133 

143 

153 

163 

52 

55 

67 

79 

91 

102 

110 

120 

130 

140 

150 

160 

53 

54 

66 

78 

89 

100 

108 

118 

128 

137 

147 

157 

54 

53 

65 

76 

88 

98 

106 

116 

125 

135 

144 

154 

55 

52 

64 

75 

86 

96 

104 

114 

123 

132 

142 

151 

56 

51 

62 

74 

84 

95 

102 

112 

121 

130 

139 

148 

57 

50 

61 

72 

83 

93 

101 

110 

119 

128 

137 

146 

58 

49 

60 

71 

82 

91 

99 

108 

117 

125 

134 

143 

59 

48 

59 

70 

80 

90 

97 

106 

115 

123 

132 

141 

Weight per 
Foot in 

98.0 

113.6 

128.8 

143.2 

157.6 

184.8 

196.7 

208.6 

220.5 

232.4 

244.3 

Pounds. 





































































292 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15,000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at of an inch in diameter 
(for rivets) from both flanges. 


Web Plate 36" X Z A" 
Flange Angles 6" X 6" 


T IT 

JL jl 


Web Plate 36" X A” 

Flange Angles 6" X 6" X M" 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange 

Plate in Inches. 

| 

1 

| 

I 

h 

1 

f 


1 

30 

108 

134 

159 

183 

238 

255 




31 

104 

130 

154 

177 

230 

247 

264 



32 

101 

125 

149 

171 

223 

239 

256 



33 

98 

122 

144 

166 

216 

232 

248 

264 


34 

95 

118 

140 

161 

210 

225 

241 

256 


35 

92 

115 

136 

157 

204 

219 

234 

249 

264 

36 

90 

112 

132 

152 

198 

213 

227 

242 • 

257 

37 

87 

109 

129 

148 

193 

207 

221 

235 

250 

38 

85 

106 

125 

144 

188 

201 

215 

229 

243 

39 

83 

103 

122 

141 

183 

196 

210 

223 

237 

40 

81 

100 

119 

137 

178 

191 

205 

218 

231 

41 

79 

98 

116 

134 

174 

187 

200 

213 

225 

42 

77 

96 

113 

131 

170 

182 

195 

207 

220 

43 

75 

93 

111 

128 

166 

178 

190 

203 

215 

44 

74 

91 

108 

125 

162 

174 

186 

198 

210 

45 

72 

89 

106 

122 

158 

170 

182 

194 

205 

46 

70 

87 

104 

119 

155 

166 

178 

189 

201 

47 

69 

85 

101 

117 

152 

163 

174 

185 

197 

48 

67 

84 

99 

114 

149 

160 

171 

182 

193 

49 

66 

82 

97 

112 

146 

156 

167 

178 

189 

60 

65 

80 

95 

110 

143 

153 

164 

174 

185 

51 

63 

79 

93 

108 

140 

150 

160 

171 

181 

52 

62 

77 

92 

106 

137 

147 

157 

168 

178 

53 

61 

76 

90 

104 

135 

144 

154 

164 

174 

54 

60 

74 

88 

102 

132 

142 

152 

161 

171 

55 

59 

73 

87 

100 

130 

139 

149 

158 

168 

56 

58 

72 

85 

98 

127 

137 

146 

156 

165 

57 

57 

70 

84 

96 

125 

134 • 

144 

153 

162 

58 

56 

69 

82 

95 

123 

132 

141 

150 

159 

59 

55 

68 

81 

93 

121 

130 

139 

148 

157 

Weight per 










Foot in 
Pounds. 

107.5 

126.3 

144.7 

162.7 

214.1 

226 

2379 

249.8 

261.7 


Note—W hen Flange plates are thicker than H", use two plates. 





















































CAMBRIA STEEL. 


293 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for J4" rivets) from both flanges. 


Web Plate 42" X V 8 " 
Flange Angles 6" X 4" 


cA 




fen 


Web Plate 42" X Vs" 
Flange Angles 6" X 4" X 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

3 

' 8 

1 

2 

5 

8 

3 

4 

7 

8 

1 

35 

100 

122 

143 

164 

183 

198 

215 

232 

249 

267 

284 

36 

97 

119 

139 

159 

178 

192 

209 

226 

242 

259 

276 

37 

95 

116 

136 

155 

173 

187 

203 

220 

236 

252 

269 

38 

92 

113 

132 

151 

169 

182 

198 

214 

230 

246 

261 

39 

90 

110 

129 

147 

165 

178 

193 

208 

224 

239 

255 

40 

87 

107 

125 

143 

160 

173 

188 

203 

218 

233 

248 

41 

86 

104 

122 

140 

157 

169 

184 

198 

213 

228 

242 

42 

83 

102 

119 

137 

153 

165 

179 

193 

208 

222 

237 

43 

81 

99 

117 

133 

149 

161 

175 

189 

203 

217 

231 

44 

79 

97 

114 

130 

146 

157 

171 

185 

198 

212 

226 

45 

78 

95 

111 

127 

143 

154 

167 

181 

194 

207 

221 

46 

76 

93 

109 

125 

140 

151 

164 

177 

190 

203 

216 

47 

74 

91 

107 

122 

137 

147 

160 

173 

186 

199 

211 

48 

73 

89 

105 

120 

134 

144 

157 

169 

182 

194 

207 

49 

71 

87 

102 

117 

131 

141 

154 

166 

178 

191 

203 

50 

70 

86 

100 

115 

128 

139 

151 

163 

175 

187 

199 

51 

69 

84 

98 

112 

126 

136 

148 

159 

171 

183 

195 

52 

67 

82 

96 

110 

123 

133 

145 

156 

168 

180 

191 

53 

66 

81 

95 

108 

121 

131 

142 

153 

165 

176 

187 

54 

65 

79 

93 

106 

119 

128 

139 

150 

162 

173 

184 

55 

64 

78 

91 

104 

117 

126 

137 

148 

159 

170 

181 

56 

62 

76 

90 

102 

115 

124 

134 

145 

156 

167 

177 

57 

61 

75 

88 

101 

113 

121 

132 

143 

153 

164 

174 

58 

60 

74 

86 

99 

111 

119 

130 

140 

150 

161 

171 

59 

59 

73 

85 

97 

109 

117 

128 

138 

148 

158 

168 

60 

58 

71 

84 

96 

107 

115 

125 

135 

145 

156 

166 

61 

57 

70 

82 

94 

105 

114 

123 

133 

143 

153 

163 

62 

56 

69 

81 

92 

103 

112 

121 

131 

141 

151 

160 

63 

55 

68 

80 

91 

102 

110 

119 

129 

138 

148 

158 

64 

55 

67 

78 

90 

100 

108 

118 

127 

136 

146 

155 

Weight per 
Foot in 
Pounds. 









228.2 

240.1 

252.0 

105.7 

121.3 

136.5 

150.9 

165.3 

192.5 

204.4 

216.3 
























































294 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 


The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15 000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at one inch in diameter (for 
rivets) from both flanges. 


Web Plate 42" X H" 
Flange Angles 6" X 6" 




Web Plate 42" X W 
Flange Angles 6" X 6" X H" 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of 
Flange Angles 
in Inches. 

Thickness of Flange Plate 
in Inches. 


i 

f 

f 

i 

t 

3 

4 

i 

1 

U 

35 

139 

164 

189 

240 

257 

275 

292 

309 


36 

135 

160 

184 

234 

250 

267 

284 

301 


37 

131 

155 

179 

227 

244 

260 

276 

293 


38 

128 

151 

174 

221 

237 

253 

269 

285 


39 

125 

148 

169 

216 

231 

247 

260 

278 

309 

40 

122 

144 

165 

210 

225 

240 

256 

271 

301 

41 

119 

140 

161 

205 

220 

235 

249 

264 

294 

42 

116 

137 

157 

200 

215 

229 

243 

258 

287 

43 

113 

134 

154 

195 

210 

224 

238 

252 

280 

44 

111 

131 

150 

191 

205 

219 

232 

246 

274 

45 

108 

128 

147 

187 

200 

214 

227 

241 

268 

46 

106 

125 

144 

183 

196 

209 

222 

235 

262 

47 

103 

122 

141 

179 

192 

205 

217 

230 

256' 

48 

101 

120 

138 

175 

188 

200 

213 

226 

251 

49 

99 

117 

135 

172 

184 

196 

209 

221 

246 

50 

97 

115 

132 

168 

180 

192 

204 

217 

241 

51 

95 

113 

130 

165 

177 

189 

200 

212 

236 

52 

94 

111 

127 

162 

173 

185 

197 

208 

232 

53 

92 

109 

125 

159 

170 

181 

193 

204 

227- 

54 

90 

107 

122 

156 

167 

178 

189 

201 

223 

55 

88 

105 

120 

153 

164 

175 

186 

197 

219 

56 

87 

103 

118 

150 

161 

172 

183 

193 

215 

57 

85 

101 

116 

147 

158 

169 

179 

190 

211 

58 

84 

99 

114 

145 

155 

166 

176 

187 

208 

59 

82 

98 

112 

142 

153 

163 

173 

184 

204 

60 

81 

96 

110 

140 

150 

160 

170 

180 

201 

61 

80 

94 

108 

138 

148 

158 

168 

178 

197 

62 

78 

93 

107 

136 

145 

155 

165 

175 

194 

63 

77 

91 

105 

133 

143 

153 

162 

172 

191 

64 

76 

90 

103 

131 

141 

150 

160 

169 

188 

Weight per 










Foot in 
Pounds. 

134.9 

153.3 

171.3 

224.7 

236.6 

248.5 

260.4 

272.3 

296.1 


Note. —When Flange plates are thicker than use two plates. 



















































CAMBRIA STEEL. 


295 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for %" rivets) from both flanges. 


Web Plate 48" X 
Flange Angles 6" X 4" 


^JIP 1 




Web Plate 48" X V% 

Flange Angles 6" X 4" X %" 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

3 

8 

1 

2 

5 

8 

3 

4 

| 

| 

1 

2 

5 

8 

1 

4 

7 

8 

1 

35 

120 

146 

170 

194 

217 

233 

253 

273 

293 

312 

332 

36 

117 

142 

165 

189 

211 

227 

246 

265 

284 

303 

322 

37 

113 

138 

161 

183 

205 

220 

239 

258 

276 

295 

314 

38 

110 

134 

157 

179 

199 

215 

233 

251 

269 

287 

305 

39 

108 

131 

153 

174 

194 

209 

227 

245 

262 

280 

298 

40 

105 

127 

149 

170 

189 

204 

221 

238 

256 

273 

290 

41 

102 

124 

145 

166 

185 

199 

216 

233 

249 

266 

283 

42 

100 

121 

142 

162 

180 

194 

211 

227 

243 

260 

276 

43 

98 

119 

139 

158 

176 

190 

206 

222 

238 

254 

270 

44 

95 

116 

135 

154 

172 

185 

201 

217 

232 

248 

264 

45 

93 

113 

132 

151 

168 

181 

197 

212 

227 

243 

258 

46 

91 

111 

130 

148 

165 

177 

192 

207 

222 

237 

252 

47 

89 

108 

127 

144 

161 

174 

188 

203 

218 

232 

247 

48 

87 

106 

124 

141 

158 

170 

184 

199 

213 

227 

242 

49 

86 

104 

122 

138 

156 

166 

181 

195 

209 

223 

237 

50 

84 

102 

119 

136 

152 

163 

177 

191 

205 

218 

232 

51 

82 

100 

117 

133 

149 

160 

174 

187 

201 

214 

228 

52 

81 

98 

115 

131 

146 

157 

170 

183 

197 

210 

223 

53 

79 

96 

112 

128 

143 

154 

167 

180 

193 

206 

219 

54 

78 

94 

110 

126 

140 

151 

164 

177 

189 

202 

215 

55 

76 

93 

108 

123 

138 

148 

161 

173 

186 

198 

211 

56 

75 

91 

106 

121 

135 

146 

158 

170 

182 

195 

207 

57 

74 

89 

104 

119 

133 

143 

155 

167 

179 

192 

204 

58 

72 

88 

103 

117 

131 

141 

153 

164 

176 

188 

200 

59 

71 

86 

101 

115 

128 

138 

150 

162 

173 

185 

197 

60 

70 

85 

99 

113 

126 

136 

147 

159 

170 

182 

193 

61 

69 

84 

98 

111 

124 

134 

145 

156 

168 

179 

190 

62 

68 

82 

96 

109 

122 

132 

143 

154 

165 

176 

187 

63 

67 

81 

95 

108 

120 

129 

140 

151 

162 

173 

184 

64 

66 

80 

93 

106 

118 

127 

138 

149 

160 

171 

181 

Weight per 
Foot in 
Pounds. 

113.3 

128.9 

144.1 

158.5 

172.9 

200.1 

212.0 

223.9 

235.8 

247.7 

259.6 
























































296 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15 000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at one inch in diameter (for J-3" 
rivets) from both flanges. 


Web Plate 48" X %* 
Flange Angles 6" X 6" 



Web Plate 48" X Vs" 

Flange Angles 6" X 6" X %" 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of 
Flange Angles 
in Inches. 


Thickness of Flange Plate 
in Inches. 

i 

5 

8 

3 

4 

i 

f 

1 

i 

1 

n 

35 

166 

195 

224 

283 

303 

322 

342 

362 


36 

161 

190 

218 

275 

294 

313 

333 

352 


37 

157 

185 

212 

267 

286 

305 

324 

342 


38 

153 

180 

206 

260 

279 

297 

315 

333 


39 

149 

175 

201 

254 

272 

289 

307 

325 

361 

40 

145 

171 

196 

247 

265 

282 

299 

317 

352 

41 

141 

167 

191 

241 

258 

275 

292 

309 

343 

42 

138 

163 

187 

236 

252 

269 

285 

302 

335 

43 

135 

159 

182 

230 

246 

263 

279 

295 

327 

44 

132 

155 

178 

225 

241 

256 

272 

288 

320 

45 

129 

152 

174 

220 

235 

251 

266 

282 

312 

46 

126 

149 

170 

215 

230 

245 

260 

275 

306 

47 

123 

145 

167 

211 

225 

240 

255 

270 

299 

48 

121 

142 

163 

206 

221 

235 

249 

264 

293 

49 

118 

140 

160 

202 

216 

230 

244 

259 

287 

50 

116 

137 

157 

198 

212 

226 

240 

253 

281 

51 

114 

134 

154 

194 

208 

221 

235 

248 

276 

52 

112 

131 

151 

190 

204 

217 

230 

244 

270 

53 

109 

120 

148 

187 

200 

213 

226 

239 

265 

54 

107 

127 

145 

183 

196 

209 

222 

235 

260 

55 

105 

124 

142 

180 

193 

205 

218 

230 

256 

56 

104 

122 

140 

177 

189 

201 

214 

226 

251 

57 

102 

120 

137 

174 

186 

198 

210 

222 

247 

58 

100 

118 

135 

171 

183 

195 

206 

218 

242 

59 

98 

116 

133 

168 

179 

191 

203 

215 

238 

60 

97 

114 

131 

165 

176 

188 

200 

211 

234 

61 

95 

112 

128 

162 

174 

185 

196 

208 

231 

62 

94 

110 

126 

160 

171 

182 

193 

204 

227 

63 

92 

109 

124 

157 

168 

179 

190 

201 

223 

64 

91 

107 

122 

155 

165 

176 

187 

198 

220 

Weight per 
Foot in 

142.5 

160.9 

178.9 

232.3 

244.2 

256.2 

268 

279.9 

303.7 

Pounds. 



























































CAMBRIA STEEL. 


297 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 
POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for y%" rivets) from both flanges. 


Web Plate 60" X %” 
Flange Angles 6" X 4" 










Web Plate 60" X Z A" 

Flange Angles 6" X 4" X A" 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

Feet. 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

1 

40 

143 

172 

199 

226 

251 

269 

291 

312 

334 

356 

377 

41 

140 

168 

195 

220 

245 

262 

284 

305 

326 

347 

368 

42 

137 

164 

190 

215 

239 

256 

277 

297 

318 

339 

359 

43 

133 

161 

186 

210 

234 

250 

270 

290 

311 

331 

351 

44 

130 

156 

181 

205 

228 

244 

264 

284 

304 

323 

343 

45 

127 

153 

177 

201 

223 

239 

258 

277 

297 

316 

335 

46 

125 

149 

173 

196 

218 

234 

253 

271 

290 

309 

328 

47 

122 

146 

170 

192 

214 

229 

247 

266 

284 

303 

321 

48 

120 

143 

166 

188 

209 

224 

242 

260 

278 

296 

314 

49 

117 

140 

163 

184 

205 

220 

237 

255 

273 

290 

308 

50 

115 

138 

160 

181 

201 

215 

233 

250 

267 

285 

302 

51 

112 

135 

156 

177 

197 

211 

228 

245 

262 

279 

296 

52 

110 

132 

153 

174 

193 

207 

224 

240 

257 

274 

290 

53 

108 

130 

150 

171 

190 

203 

219 

236 

252 

268 

285 

54 

106 

127 

148 

167 

186 

200 

215 

231 

247 

263 

280 

55 

104 

125 

145 

164 

183 

196 

211 

227 

243 

259 

274 

56 

102 

123 

142 

161 

179 

192 

208 

223 

238 

254 

270 

57 

101 

121 

140 

159 

176 

189 

204 

219 

234 

250 

265 

58 

99 

119 

138 

156 

173 

185 

200 

215 

230 

245 

260 

59 

97 

117 

135 

153 

170 

182 

197 

212 

226 

241 

256 

60 

96 

115 

133 

151 

167 

179 

194 

208 

223 

237 

252 

61 

94 

113 

131 

148 

165 

176 

191 

205 

219 

233 

247 

62 

92 

111 

129 

146 

162 

173 

187 

201 

215 

229 

243 

63 

91 

109 

127 

143 

159 

171 

185 

198 

212 

226 

240 

64 

90 

107 

125 

141 

157 

168 

182 

195 

209 

222 

236 

65 

88 

106 

123 

139 

155 

165 

179 

191 

205 

220 

232 

66 

87 

104 

121 

137 

152 

163 

176 

189 

202 

216 

229 

67 

86 

103 

119 

135 

150 

160 

173 

186 

199 

213 

225 

68 

84 

101 

117 

133 

148 

158 

171 

184 

196 

210 

222 

69 

83 

100 

116 

131 

146 

156 

168 

181 

194 

207 

219 

70 

82 

98 

114 

129 

143 

154 

166 

178 

191 

204 

216 

Weight per 
Foot in 
Pounds. 

128.6 

144.2 

159.4 

173.8 

188.2 

215.4 

227.3 

239.2 

251.1 

263.0 

274.9 






















































298 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 
POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for rivets) from both flanges. 


Web Plate 60" X Vs 
Flange Angles 6" X 6" 


r 


Web Plate 60" X Vs 
Flange Angles 6" X 6" X V 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

Feet. 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

1 

2 

5 

8 

3 

4 

7 

8 ' 

1 

li 

40 

160 

194 

227 

259 

290 

323 

345 

366 

388 

410 

453 

41 

157 

190 

222 

253 

283 

316 

336 

357 

379 

400 

442 

42 

153 

185 

217 

247 

276 

308 

328 

349 

370 

390 

431 

43 

149 

181 

212 

241 

270 

301 

321 

341 

361 

381 

421 

44 

146 

177 

207 

236 

264 

294 

314 

333 

353 

372 

412 

45 

143 

173 

202 

230 

258 

287 

307 

326 

345 

364 

403 

46 

140 

169 

198 

225 

252 

281 

300 

319 

338 

356 

394 

47 

137 

165 

194 

221 

247 

275 

294 

312 

330 

349 

385 

48 

134 

162 

190 

216 

242 

269 

287 

305 

323 

341 

377 

49 

131 

159 

186 

212 

237 

264 

282 

299 

317 

334 

370 

50 

128 

156 

182 

207 

232 

259 

276 

293 

311 

328 

362 

51 

126 

152 

178 

203 

227 

254 

270 

287 

304 

321 

355 

52 

123 

150 

175 

199 

223 

249 

265 

282 

298 

315 

348 

53 

121 

147 

172 

196 

219 

244 

260 

277 

293 

309 

342 

54 

119 

144 

168 

192 

215 

240 

255 

271 

287 

303 

335 

55 

117 

141 

165 

188 

211 

235 

251 

266 

282 

298 

329 

56 

115 

139 

162 

185 

207 

231 

246 

262 

277 

293 

323 

57 

113 

136 

160 

182 

203 

227 

242 

257 

272 

287 

318 

58 

111 

134 

157 

179 

200 

223 

238 

253 

268 

282 

312 

59 

109 

132 

154 

176 

197 

219 

234 

248 

263 

278 

307 

60 

107 

130 

152 

173 

193 

216 

230 

244 

259 

273 

302 

61 

105 

127 

149 

170 

190 

212 

226 

240 

254 

269 

297 

62 

103 

125 

147 

167 

187 

209 

222 

236 

250 

264 

292 

63 

102 

123 

144 

165 

184 

205 

219 

232 

246 

260 

288 

64 

100 

121 

142 

162 

181 

202 

216 

229 

243 

256 

283 

65 

99 

120 

140 

159 

178 

199 

212 

225 

239 

252 

279 

66 

97 

118 

138 

157 

176 

196 

209 

222 

235 

248 

274 

67 

96 

116 

136 

155 

173 

193 

206 

219 

232 

245 

270 

68 

94 

114 

134 

152 

171 

190 

203 

215 

228 

241 

267 

69 

93 

113 

132 

150 

168 

187 

200 

212 

225 

237 

263 

70 

92 

111 

130 

148 

166 

185 

197 

209 

222 

234 

259 

Weight per 
Foot in 

139.0 

157.8 

176.2 

194.2 

211.8 

247.7 

259.6 

to 

*—k 

Cn 

283.4 

295.3 

319.1 

Pounds. 
































































CAMBRIA STEEL. 


209 


GRILLAGE BEAMS FOR FOUNDATIONS. 

In designing foundations for walls or columns carrying heavy loads resting upon 
the soil, it is necessary to distribute the weight over a suitable area, and this is 
readily accomplished, in a small depth, by using a grillage composed of steel beams 
imbedded in concrete, thus obviating the necessity of large masses of masonry and 
deep excavations. For heavy loads on soil of small bearing power three tiers of 
beams may be necessary, while for lighter loads and soil of greater bearing power 
two tiers of beams will ordinarily suffice. 

The grillage beams which are to be surrounded by concrete should be spaced not 
less than 3" apart in the clear between the flanges, so that the concrete may be thor¬ 
oughly rammed between them, and gas-pipe, or standard cast-iron separators should 
be used to maintain the beams in proper position. 

Knowing the total weight to be carried and the allowable intensity of loading per 
square foot of the supporting soil, the area of the footing required can be readily 
found, which, taken into consideration with any other conditions limiting the form or 
proportions of the footing, will determine the external dimensions of the foundation. 
The beams may be considered as subjected to a uniform load extending over a por¬ 
tion of their upper surfaces, the center of which is at the center of length of the 
beams, and as being uniformly supported from below throughout their length. 

Under these circumstances, the maximum bending moment will occur at the 
center of the beam and, using the notation given for the upper tier in the sketch 
below, this bending moment for one beam will be as follows : 


W 

Bending moment in inch pounds = — (c — b) 

O 


in which c and b are expressed in inches and W is the total weight in pounds on 
one beam, obtained by dividing the total load by the number of beams composing 
the tier in question. 

This formula for the bending moment is the same as that for a beam of the length 
(c—b) supported at the ends and uniformly loaded with the total weight W, so 
that the proper sizes of beams, bending considered, may be obtained directly from 
the tables of safe loads uniformly distributed for Cambria I-Beams, on pages 88 to 99 
inclusive, or for cases in which the lengths are shorter than those given in these 
tables, the sizes may be calculated from the coefficients of strength or the section 
moduli given in the tables of properties of I-Beams, pages 164 to 167 inclusive, tak¬ 
ing care, however, to use as the length, the distance (c — b), for the upper tier, and 
the corresponding figures for the other tiers. 

After determining the size of beam required based upon bending, as stated above, 
an examination should also be made of the capacity of the beam web to resist buck¬ 
ling. This may be done by considering the web as a column of height equal to the 
clear distance between the fillets and calculating the safe load therefor by the use of 
the tables of strength for steel columns or struts, on pages 192 to 195, using the 
proper safety factor. 

If the beam web is found insufficient as a column when calculated in this manner, 
a beam with a web of greater thickness should be tried until one is found that will 
meet this requirement and the conditions for bending; or it might be more economi¬ 
cal, in some cases, to use the beam with the thinner web and provide it with suffi¬ 
cient separators, fitting between the beam flanges, or stiffeners secured to the web to 
assist it in resisting as a column. 























































































































300 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Live Loads for Floors in Different Classes of Buildings, Exclusive of 
the Weight of the Materials of Construction. 

(Revised to 1913.) Pounds per Square Foot. 


No. 

~T 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 
21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


City. 


Atlanta... 
Baltimore. 


Boston_ 

Buffalo.... 

Chicago 
Cincinnati.. 
Cleveland.. 
Denver (w) 

Detroit. 


ments, Hotels, 
Tenements 
or Lodgings. 


Hartford. .. 
Jersey City. 

Los Angeles. 


Louisville. 

Milwaukee(w) 

Minneapolis. 

Newark, N. J_ 

New Haven. 


New Orleans_ 

New York. 

Philadelphia.... 
Pittsburgh. 

Portland, Ore 

Providence.. 

Rochester.. 


St. Louis. 
St. Paul.. 


San Francisco... 

Seattle. 

Syracuse. 

Washington. 


Worcester, Mass. 


60 

60 

f100(b) 
50 

40(d) 

70 

50(e) 

40 

40 

40(u) 

50 


/ 80(f) 
\ 50 

50 

60 

/ 125(t) 
\ 60 

60 


50 

60 

/100(g) 
\ 60 
/ 70(b) 
l 40 
60 
70 

70(u) 
80(f) 
50 
f100(b) 
50 

60(h) 
50 
f 100(f) 
60 
60 

60 

75(b) 
40 

60 

75(g) 
50 
60 


Office Buildings. 

Schools or 

Buildings for 
Public 
Assembly. 

First 

Floor. 

Upper 

Floors. 

Places of 
Instruction. 

150 

75 

75 

90 

150 

75 

75 

/ 75(a) 

\ 125 

100 

100 

/125(c) 

\ 60 

125 

70 

70 

100 

100 

50 

50 

75 

100 

100 

50 

60 

100 

60 

60 

/ 80(c) 

\ 60 

/ 80(a) 
\100 

125 

75 

/100(c) ‘ 
l 75 

/ 80(a) 
\100 

100 

100 


125 

150 

75 

75 

90 

75 

75 


125 

150 

75 

75 

100 

100 

75 

100 

125 

150 

75 

75 

90 



75 

110 

70 

70 

/125(c) 

\ 60 

125 

150 

75 

75 

90 

100 

100 


120 



150 

100 

60 

/ 86(c) 

\ 60 

/ 80(a) 

\ioo 

150 

75 

/ 125(c) 

\ 60 

125 

70 

70 

70 

70 

150 

70 

100 

100 

125 

60 

/125(c) 

1 60 

125 

60 

60 

/125(c) 

/ 75(a) 

l 75 

1125 

125 

50 

/100(c) 

/ 75(a) 

l 75 

1100 

/100(g) 

/100(g) 

/ 90(c) 

/ 80(a) 

l 75 

l 75 

l 75 

\100 

/110(g) 

l 75 

/110(g) 

1 75 

75 

110 

125 

75 

100 

100 


(a) Where seats are fixed; (b) Public rooms exceeding 500 sq. ft. area; 
(c) Assembly rooms; (d) Occupied by less than 25 persons; (e) Sleeping 
accommodations for 20 or more persons; (f) First floor—Hotels, Tenements 
and Lodging Houses; (g) Rooms and spaces for public use or common use of 
tenants; (h) Tenement Houses and Hotels. 
































































CAMBRIA STEEL. 


301 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Live Loads for Floors in Different Classes of Buildings, Exclusive of 
the Weight of the Materials of Construction. 

(Revised to 1913.) Pounds per Square Foot. 


Stables 

or 

Carriage 

Houses. 


Ord. Stores, 
Light Manu¬ 
facturing, 
Light Storage. 

Stores (Heavy 
Materials,) 
Warehouses, 
Factories. 

Roofs. 

Side¬ 

walks. 


Garages. 

Slope 

<20°. 

Slope 

>20°. 

No. 

75 


120 

150 

40 (i) 
40(1) 

30(j) 

20Q) (1) 

200 

1 

100 


125 

/250(k) 

(175 

200 

2 




125 

250 

40 (m) 

40 (j) 

25 (j) 
250) 

40 (i) 



3 

40 (n) 
(40(<» 


120 

150 

40(j) 

25 (j) 
25(j) 


4 

J 40(o) 
\100 

100 

100 


5 

\100 

75 

100 

150 

300 

6 

80 


125 

200 

200 

7 



8 

/ 60(p) 

\ 80 

/ 60(p) 

( 80 

fl25(q) 

\ 130(r) 
1100 

125 

• /200(s) 
(175 

125 

40 

50(i) 

50(i) 

40 

50(i) 

250 

9 

10 

75 


120 

150 

30(j) 

300 

11 


150 

150 

[ 20(v) 
25(u) 

f 20 (v) 
25 (u) 


12 

100 

100 

150 

( 40 

40 

40 

30(j) 

300 

13 



14 

85 

75 

100 

100 


30(i) 

50(i) 

30(i) 

300 

15 

120 

150 

30(j) 

300 

16 


120 

150 

40(i) 

40(i) 


17 



125 

200 

30(m) 

300 

18 

75 


120 

150 

50(i) 

30(j) 

300 

19 


120 

150 

30 

30 


20 



250 

50 

50 


21 

80 


f125(q) 
(100 

125 

200 

40 

40 

300 

22 


250 

40(m) 



23 

/ 50(b) 

/ 50(n) 

100 

200 

40(j) 

40(j) 


24 

(100 

(100 




150 

150 

40 



25 

85 


100 

200 

30(j) 

30(j) 

300 

26 

75 


125 

250 

30 (i) 

20(j) 

150 

27 

75 

80 

125 

125 

125 


40(j) 

40 

400) 

40 


28 

125 

200 

250 

29 



110 

150 

25(i) 

25 (i) 


30 

75 


125 

200 

50 (i) 

30(j) 

300 

31 


_ 




--- 

—- 


(i) Per square foot of surface; (j) Per square foot, measured horizontally; 
(k) Heavy storage; (1) Where used for public assembly or special purpose 
use same load as floors; (m) Flat; (n) Private; (o) Ground area less than 
500 sq. ft.; (p) Small; (q) 1st floor; (r) Light storage and manufacturing; 
(s) Heavy Merchandise storage; (t) Hotel corridors; (u)_ Dwellings; (v) 
Sheds and outbuildings; (w) Building Laws in course of revision, 1913. 









































































302 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1913.) Pounds per Square Inch. 


No. 

City. 

Tension. 

Rolled 

Steel. 

Cast 

Steel. 

Wrought 

Iron. 

Cast 

Iron. 

1 

Atlanta. 

16 000 

16 000 

12 000 •. 

3 000 

2 

Baltimore. 

16 000 

16 000 

12 000 

5 000 

3 

Boston. 

16 000 

16 000 

12 000 


4 

Buffalo. 

16 000 

16 000 

12 000 

3 000 

5 

Chicago. 

16 000 

16 000 

12 000 


6 

Cincinnati. 

16 000 

16 000 

12 000 

3 000 

7 

Cleveland (f). 





8 

Denver (f). 





9 

Detroit. 

16 000(d) 

16 000(d) 

12 000 

3 000 

10 

Hartford (f). 





11 

Jersey City. 

16 000 

16 000 

12 000 

3 000 

12 

Los Angeles (e). 





13 

Louisville. 

16 000 

16 000 

12 000 


14 

Milwaukee (f). 





15 

Minneapolis. 

16 000 

16 000 

12 000 

3 000 

16 

Newark, N. J. 

16 000 

16 000 

12 000 

3 000 

17 

New Haven. 

16 000 


12 000 


18 

New Orleans. 

16 000 

16 000 

12 000 


19 

New York. 

16 000 

16 000 

12 000 

3 000 

20 

Philadelphia. 

/14 500(c) 


12 500 




(16 2o0(d) 




21 

Pittsburgh (e). 





22 

Portland, Ore. 

16 000 

16 000 

12 000 

3 000 

23 

Providence(e). 





24 

Rochester. 

16 000 

16 000 

12 000 

3 000 

25 

St. Louis(f). 





26 

St. Paul. 

16 000 

16 000 

12 000 

3 000 

27 

San Francisco. 

16 000 

16 000 

12 000 


28 

Seattle. 

16 000 

16 000 

12 000 


29 

Syracuse. 

16 000 

/10 000(b) 


3 000 

30 

Washington.,. 

16 000 

\ 16 000(a) 
16 000 

12 000 

3 000 

31 

Worcester, Mass.(e)_ 







1 




(a) Annealed; (b) Not annealed; (c) Mild Steel; (d) Medium Steel; (e) 





























































CAMBRIA STEEL. 303 

EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 

(Revised to 1913.) Pounds per Square Inch. 

Extreme Fibre Stress (Bending). 

No. 

Steel. 

Wrought Iron. 

Cast Iron. 

Rolled 

Beams. 

Rolled 
Pins, 
Rivets 
and Bolts. 

Riveted 

Beams 

Net Flange 
Section. 

Rolled 

Beams. 

Rolled 
Pins, 
Rivets 
and Bolts. 

Riveted 

Beams 

Net Flange 
Section. 

Compress¬ 

ion 

Side. 

Tension 

Side. 

16 000 
16 000 
16 000 
16 000 

16 000 
16 000 

20 000 

20 000 

22 500 

14 000 

15 000 

12 000 

15 000 
15 000 
18 000 

12 000 

16 000 
16 000 
16 000 
13 000 

10 000 
16 000 

3 000 

5 000 

3 000 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

12 000 
12 000 

12 000 
12 000 


16 000 

12 000 

25 000 

24 000 


3 000 

3 000 

16 000 


12 000 










16 000 


16 000 

12 000 


12 000 







16 000 

20 000 

14 000 

12 000 

15 000 

12 000 

16 000 

3 000 

16 000 

20 000 

15 000 


15 000 


16 000 

3 000 



16 000 
16 000 

16 GOO- 
16 000 

16 000 


16 000 

14 000 

16 000 

12 000 
12 000 

12 000 
12 000 
12 000 


12 000 

12 000 

12 000 



20 000 

15 000 

16 000 

3 000 

22 000 

20 000 

18 000 
15 000 



14 000 

12 000 

16 000 

3 000 









16000 

20 000 

15 000 

12 000 


12 000 

16 000 

3 000 


16 000 

20 000 

14 000 

12 000 

15 000 

12 000 

16 000 

3 000 

id odd 

16 000 

16 000 

16 000 

16 000 

20 000 

14 000 

15 000 

16 000 

16 000 

14 000 

12 000 

15 000 

12 000 

16 000 

3 000 

24 000 

20 000 

20 000 

12 000 


12 000 

io 666 

16 000 

16 000 

3 000 

2 500 

3 000 


12 000 

15 000 

12 000 









Determined by the best modern practice; (f) Building Laws being revised, 1913. 

_ 








































































304 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 


(Revised to 1913.) Pounds per Square Inch. 




Compression. 

No. 

City. 

Rolled 

Steel. 

Cast 

Steel. 

Wrought 

Iron. 

Cast 

Iron 
(in short 
blocks). 

Steel 
Pins and 
Rivets 

Bearing. 

Wrought 
Iron Pins 
and Rivets 

Bearing. 

1 

Atlanta. 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

2 

3 

Baltimore.... 
Boston. 

16 000 

16 000 

16 000 

16 000 

12 000 

12 000 

16 000 

16 000 

20 000 

18 000 

15 000 

15 000 

4 

Buffalo. 

15 000 

15 000 

15 000 

5 

Chicago. 

14 000(a) 

16 000 

14 000(a) 
16 000 

10 000(a) 

12 000 

10 000(a) 

16 000 

/ 20 000(f) 
(25 000(s) 
20 000 

6 

Cincinnati.... 


7 

Cleveland(l).. 






8 

Denver(l).... 







9 

Detroit. 

(b) 

(b) 

75% Steel 

(b) 

/15 000(f) 
(20 000 (s) 


10 

Hartford (1)... 


11 

12 

Jersey City... 
Los Angeles(j) 

16 000 

.16 000 

12 000 

16 000 

20 000 

15 000 

13 

14 

Louisville.... 
Milwaukee(l). 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

15 

16 

Minneapolis.. 
Newark, N. J. 

16 000 

16 000 

16 000 

16 000 

12 000 

12 000 

16 000 

16 000 

18 000 

20 000 

15 000 

15 000 

17 

New Haven. . 

16 000 


12 000 


20 000 

15 000 

18 

New Orleans.. 

16 000 


12 500 


18 000 

15 000 

19 

20 

New York.... 
Philadelphia.. 

Pittsburgh(j). 

16 000 
/14 500(c) 
116 250(d) 

16 000 

12 000 

12 500 

16 000 

11670 

20 000 
/17 600(f) 
(22 000(s) 

15 000 
/14 400ff) 

21 


(18 000 (s) 

22 

23 

Portland, Ore. 
Providence(j) 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

24 

Rochester.... 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

25 

St. Louis(l)... 







26 

27 

St. Paul . 

San Francisco 

16 000 

16 000 

16 000 

16 000 

12 000 

12 000 

16 000 

20 000 

20 000 

15 000 

28 

Seattle. 

16 000 

16 000 

12 000 

10 000(a) 

/10 000(g) 

\ 16 000 

16 000 

/ 20 000(f) 
(24 000 (s) 
/16 000(h) 
(20 000 

20 000 


29 

Syracuse. 

16 000 

/10 000(g) 

\16 000(e) 
16 000 


30 

31 

Washington.. 
Worcester(j) 

16 000 

12 000 

15 000 

_ 








(a) Based on gross section; (b) Based on values given by standard steel 
manufacturer’s handbook; (c) Mild steel; (d) Medium steel; (e) Annealed; 
(f) Field rivets; (g) Not annealed; (h) Field rivets driven by hand; 





































































CAMBRIA STEEL. 


305 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1913.) Pounds per Square Inch. 


Shear. 


Steel. 

Wrought Iron. 










Cast 

Web 

Shop 

H i vets 

Field 

Field 

Web 

Shop 

Field 

Field 

Iron. 

Plates. 

and Pins. 

Rivets. 

Bolts. 

Plates. 

and Pins. 

Rivets. 

Bolts. 


9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

10 000 

10 000 

10 000 

8 000 

9 000 

9 000 

9 000 

7 200 


7 000 

9 000 

8 000 


6 000 

7 500 

6 000 



10 000(a) 

12 000 

10 000 






2 000(i) 

10 000 

10 000 

9 000 

7 500 

6 000 

«.6 000 

6 000 

6 000 

3 000 










10 000 

10 000 

7 500 

6 000 





3 000 

9 000 

10 000 

10 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

8 000 


7 500 

6 000 

5 000 

2 500 

10 000 

9 000 

6 750 


6 000 

7 500 

6 000 



9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

10 000 

10 000 

8 000 


6 000 

7 500 

6 000 



10 000 

10 000 

10 000 


9 000 

9 000 

9 000 



9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

/ 8 750(c) 

11000 

8 800 


7 500 

9 000 

7 200 



\10 000(d) 








9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 


7 000 


6 000 



10 000(a) 

12 000 

10 000 






2 000(i) 

10 000 

10 000 

/ 8 000(h) 

7 000 





2 000 

9 000 

10 000 

\10 000(k) 
8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 











No. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


(i) Brackets; (j) Based on best modern practice; (k) Power driven; (1) Build¬ 
ing Laws being revised, 1913; (s) Shop rivets. 




























































306 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 


(Revised to 1913.) Pounds per Square Inch. 




Columns. 



Steel. 


Cast Iron. 


Wrought Iron. 

No. 

City. 








Max. 


Max. 


Max. 





Formula. 

Length 

Formula. 

Length 

Formula. 

Length 


' 


L= 


L= 


L= 

1 

Atlanta. 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 

2 

Baltimore... 

/Soft Steel (E) 
(Medium “ (F) 

120 R 

/ <50 R—10 000 
\> “ (G) 

60 R 


3 

Boston. 

(H) 

120 R 

(B) 

70 R 

a) 


4 

Buffalo. 

/ <90 R-12 000 
l> “ (J) 

40 D 

(Round (M) 
(Rectangular (N) 

30 D 

/ <90 R-8 000 
j> “ (K) 

40 D 

5 

Chicago. 

/ (0) 

(14 000 max. 

120 R 

(Q) 

70 R 

J (P) 

(10 000 max. 


6 

Cincinnati... 

/<70 R-13 000 
l> “ (J) 

180 R 

(Round (T> 

(Rectangular (S) 
(Others (U) 

180 R 



7 

Cleveland(e). 






8 

Denver(e)... 







9 

Detroit. 

I <60 R-12 000 
l> “ (O) (b) 

44 D 

Round (T) 

30 D 

75% Steel 


10 

Hartford (e).. 






11 

Jersey City.. 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 

12 

Los Angeles (d 





13 

Louisville.... 

/ < 70 R-13 000 
(> “ (CC) 

120 R 

(Round (T) 

■jRectangular (S) 
(Others (U) 

120 R 








14 

Milwaukee(e) 







15 

Minneapolis 

(J) 

40 D 

/Round (V) 
(Rectangular (W) 

30 D 

(K) 

40 D 

16 

Newark, N. J. 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 


L = Length in inches; R = Radius of Gyration in inches; D = Diameter 
or Least Dimension in inches. 


Formula:— 

(A) 15 200 - 58^- 


(B) 11 300- 30 


R 


(C) 14 000-80^- 
K. 


(E) 


14 000 


1 + 


L2 


(F) 


1-i 


13 500 R2 

15 000 
L2 


(G) 


11 000 


1 + 


L2 


(H) 


1 000 R2 
16 000 


1 + 


L2 


20 000 R2 


13 500 R2 
(a) Must not exceed. 


12 000 

1 + -V— 

T 20 000 R2 

(J) 17 100 - 57^- 

(K) 10 600 - 30 

K 

(b) 85% for soft steel. 


(M) 


(N) 


14 000 


L2 


1 600 D2 

14 000 


L2 


850 D2 


(O) 16 000 - 70 


R 


(P) 12 000 — 60^- 
K. 


(Q) 10 000 - 60 


R 

































































CAMBRIA STEEL. 


1 


307 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1913.) Pounds per Square Inch. 


Columns. 


No. 

City. 

Steel. 

Cast Iron. 

Wrought Iron. 

Formula. 

Max. 

Length 

L= 

Formula. 

Max. 

Length. 

L= 

Formula 

Max. 

Length 

L= 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

New Haven.. 

New Orleans. 
New York... 

Philadelphia. 

Pittsburgh (d) 
Portland, Ore. 
Providence 

12 500(c) 

(H) 

(A) 

/ Mild Steel (X) 
(Medium “ (Y) 

/ 40 D 
\120R 

13 330(c) 

20 D 

10 000(c) 

(I) 

(C) 

(AA) 

/ 40 D 
\120R 

120 R 

DOR 

(B) 

(Z) 

70 R 

20 D 

120 R 

DOR 

(A) 

i20R 

(B) 

70 R 

(C) 

120 R 

Rochester. . . 
St,. Lnnis(e). 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 

St Paul 

(T) 

/ <30R-12 000 
\> “ (DD) 

/ (0) 

(14 000 max. 

(A) 

(A) 


(T) 




San Francisco 

Seattle 

120 R 

120 R 

120 R 
120 R 

/Round (EE) 
(Rectangular (FF) 

(Q) 

(BB) 

(B) 

20 D 

70 R 

70 R 
70 R 



(P) 


Syracuse.... 
Washington.. 


(C) 

120 R 









L = Length in inches; R = Least Radius of Gyration in inches; D = 
Diameter or Least Dimension in inches. 


Formulae (continued): 
10 000 


(S) 


1 + 


L2 


(W) 


13 330 


L2 


(AA) 


12 500 


1 067 D2 


(T) 


10 000 


1 + 


L2 


(X) 


500 D2 


14 500 


1 + 


L2 


15 000 R2 
L 


(BB) 9 000-40 


R 


(U) 


800 D2 


10 000 


1 + 


L2 


13 500 R2 


1 + 


L2 


(Y) - 


16 250 
L2 


(CC) 17 000-57^- 
(DD) 15 000 - 504- 

-K 


(V) 


14 


6 400 R2 

13 330 
L2 


(Z) 


11000R2 


11 670 


(EE) 


8 000 


1 + 


L2 


400 D2 


1 + 


L2 


(FF) 


800 D2 
8 000 


400 D2 


1 + 


L2 


(c) Coefficients for use with Gordon’s Formula, 
practice, (e) Building Laws being revised, 1913. 


1 067 D2 
(d) Based on best modern 



































































308 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Masonry and Building Materials. 
(Revised to 1913.) Pounds per Square Inch. 




Compression. 



Concrete. 

Rubble Stonework. 

No. 

City. 

Portland 

Cement 

1:2:4 

Portland 

Cement 

1:2:5. 

Rosendaie 

Cement 

1:2:4. 

Rosendaie 

Cement 

1 :'2:5, 

Portland 

Cement 

Mortar 

Rosendaie 

Cement 

Mortar. 

Lime and 

Cement 

Mortar. 

§ * 

1 

Atlanta. 

230 

208 

125 

111 

140 

Ill 

97 

70 

2 

Baltimore.. . 

400 

350 

125 

111 

125 

100 

70 

50 

3 

Boston. 

417 








4 

Buffalo. 

56 (a) 

/400 (d) 
\350 (e) 

56 (a) 



70 




5 

Chicago. 

(350(d,f) 
(300 (e,f) 


150 

/200 (b) 
(100 (c) 



(120 (b) 
l 60 (c) 






6 

Cincinnati... 

208 

208 



167 

125 


83 

7 

Cleveland(z). 






8 

Denver(z)... 









9 

Detroit. 

417 

417 

111 

111 

139 

111 

/ 83 
l 97 (g) 

70 

10 

Hartford.... 

153 







11 

Jersey City.. 

230 

208 

125 

111 

140 

111 

97 

70 

12 

Los Angeles.. 

278 (a) 

278 (a) 







13 

Louisville.... 




167 



14 

Milwaukee.. 

400 

/ 250 (k) 
\300 (f) 

208 (h) 

208 



175 

125 


90 

15 

Minneapolis . 

/500 (i) 
1300 

230 



167 

125 

111 

83 

16 

Newark, N. J. 

125 

111 

140 

111 

97 

70 

17 

New Haven.. 

208 (a) 

208 (a) 







18 

New Orleans. 







19 

New York... 

230 

208 

125 

111 

140 

111 

97 

70 

20 

Philadelphia. 
Pittsburgh(j). 

208 

208 



139 


111 

70 

21 






22 

Portland, Ore. 





j 208 (b) 


/167 (b) 

/139 (b) 

23 

Providence .. 

222 

195 

111 

83 

1167 (c) 
/139 (c) 
(153 (b) 

/125(b) 
l 97 (c) 

(139 (c) 
/ 97 (b) 
l 70 (c) 

1 83 (c) 

/ 83(b) 
l 56 (c) 

24 

Rochester... 

230 

208 

125 

111 

140 

111 

97 

70 

25 

St. Louis(z).. 









26 

St. Paul. 

500 

400 

125 

111 

200 

100 

125 (g) 

80 

27 

San Francisco 

277 

277 







28 

Seattle. 

400 

350 (f) 



/ 200 (b) 
(100 (c) 



/120 (b) 








1 60 (c) 

29 

Syracuse.... 

400 

300 

100 

80 

110 • 




30 

31 

Washington.. 
Worcester (j). 

400 

320 

125 

111 

140 

111 

97 

70 


(a) Foundations; (b) Coursed; (c) Ordinary; (d) Machine-mixed; (e) Hand- 
mixed; (f) 1:2J^:5; (g) Portland Cement Mortar; (h; 1:3:5; (i) 500 where 
height is 12 diameters; 300 for 5 diameters or under; intermediate heights, 
intermediate values; (j) Based on best modern practice; (k) 1 : 3 : 6. 









































































CAMBRIA STEEL. 


309 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses on Masonry and Building Materials. 
(Revised to 1913.) Pounds per Square Inch. 


Compression. 


Brickwork. 



I CD 
go-- 
<x> ^ •• 

Jii 

1 * co 


208 

208 

250 

208 

250 

250 

208 

250 

208 
(250 q 
(167 u 

250 

208 


208 

208 

208 

167 

160 


208 


208 


160 


Fh 

<x> cd . 

at: 


111 



153 g 
,125 
160 

160 


160 

160 

160 


160 

167 


111 


97 

111 

111 

111 

111 

120 

111 

111 

111 

125 q 
83 u 

111 

111 


Granites 
(per Test). 

Greenwich 

Stone. 

Gneiss. 

Limestone 

(per Test). 

Marble 

(per Test). 

Sandstone 

(per Test). 

Bluestone. 

Hard Burned 

Brick, flatwise 

Slate. 

(1000- 

(2400 

(1000- 

(2400 

833 

.... 

1200 

/ 700- 
(2300 

1000 

556 

/ 600- 
(1200 
(1000- 
(2000 

556 

( 400- 
(1600 

400 n 

417 

2000 

1500 

m 

300 

1000 



















(1000- 

(2400 





( 400- 
(1600 






































(1000- 

(2400 

.... 

1200 

( 700- 
(2300 

/ 600- 
(1200 

( 400- 
(1600 

2000 

300 

1000 




























/iooo- 

(2400 

.... 

1200 

( 700- 
(2300 

( 600- 
(1200 

( 400- 
(1600 

2000 

300 

1000 

830 

11000- 
(2400 



550 

( 700- 
(2300 

550 

/ 600- 
(1200 

415 

/ 400- 
(1600 




1200 

1300 

2000 

300 

1000 




























(1000- 

(2400 

1200 

.... 

(1300 

( w, X 

/ 600- 
(1200 

( 400- 
(1600 

.... 

300 

1000 

(1000- 

(2000 

389y 

800y 

(1000- 

(2400 

(t 



( 700- 
(2300 

( 600- 
(1200 

/ 400- 
(1600 

.... 

(150- 

(300 

.... 





400 * 

/ 700- 
(2300 


/ 235- 

( 350 

/ 400- 

(1600 

(( 




1200 

1200 

1300 

1300 

( 600- 

(1200 

it 

2000 

2000 

300 

1000 

1000 


No. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 
21 

22 

23 

24 

25 

26 

27 

28 


31 


(167 u 
1222 v 
(181 u 
(222 v 

250 


139 u 
167 v 

208 


'139 u 
1 167 v 
111 u 
,139 v 

160 


(111 u 

(139 v 
/ 83 u 

(111 v 

111 


250 
208 
175 v 

250 

250 


208 

208 


175 


225 g 
139 
125 v 

160 g 
160 


111 

97 

100 

110 

111 


(1) Mortar 1:3; (m) - . . , , . . 0 

1 • 2; (p) Mortar 1 : 6; (q) Hard-burned Brick—first-class work; (r) Same— 
Ordinary work; (t) Hard-burned Brick; (u) Common Brick; (v) Higher 
values for special Brick; (w) Local; (x) Medina—2000; (y) Granite Masonry; 
(z) Building Laws being revised, 1913. 
























































































310 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Masonry, Etc. 

(Revised to 1913.) Pounds per Square Inch. 


No. 

City. 


Extreme Fibre 

Stress (Bending). 


Granite. 

Greenwich 

Stone. 

Gneiss. 

Limestone. 

Slate. 

Marble. 

1 

Atlanta. 

180 


150 

150 

400 

120 

2 

Baltimore. 

180 

150 


150 

400 

120 

6 

Cincinnati. 

50 






11 

Jersey City. 

180 


150 

150 

400 

120 

14 

Milwaukee. 







16 

Newark, N. J — 

180 


150 

150 

400 

120 

19 

New York. 

180 

iso 

150 

150 

400 

120 

24 

Rochester. 

180 



150(b) 

400 

120 

26 

St. Paul. 

180 



150 



29 

Syracuse. 

180 

150 

iso 

150 

400 

120 


Safe Bearing Capacity of Soils, Etc. 
Tons per Square Foot. 





Ordinary 
Clay ana 
Sand, in 
Layers, 
Wet and 
Springy. 

Loam, 

Very Firm 
Coarse 
Sand, Stiff 
Gravel or 
Hard Clay 

Piers of Stone, Brick and Con¬ 
crete in Caissons. 

No. 

City. 

Soft 

Clay. 

Clay or 
Fine Sand, 
Firm and 
Dry. 

Carried 
down to 
Rock. 

Carried 
down to 
Firm 
Gravel or 
Hard Clay. 

Open Cais¬ 
sons or 
Sheet Pile 
Trenches, 
to Rock. 

1 

Atlanta. 

1 

2 

2-3 

3-4 

15 

8-10 
12-18 (d) 

8 

2 

Baltimore. 

1 

2 

3 

J 6(a) 

20-24 

3 

Boston. 



l 4 


4 

Buffalo. 




3 X 

1H-2 'A 

(8(c) 




5 

Chicago. 


m 

1-2 

1M-2 H 

4 




6 

Cincinnati. 

1 




9 

Detroit. 


2 

3 

l 5 

4 




11 

12 

Jersey City. 

Los Angeles.... 

1 

1-3 

2 

1(e) 

3 

2-4 

4 

15 

10 

8 

13 

Louisville. 


2^ 

3 

4 




15 

Minneapolis.... 

1 

2 

4 




16 

17 

Newark, N. J.. 
New Haven.... 

1 

2 

3 

4 

4(f) 

4 

J 6(c) 

l 3H 

15 

10 

8 

19 

20 

New York. 

Philadelphia.... 

1 

2 

3 

15 

10 

8 

21 

Pittsburgh. 







22 

Portland, Ore... 

m g) 

\m 
m g) 

\i 

i 

3 

4 

8(c) 




23 

Providence. 

2-3 

2-5 

4-10(c) 

/10(c) 

25-50 (h) 

15 


10-15 (d) 

8 

24 

Rochester. 

2 

3 

10 

26 

St. Paul. 

i 

2 

3 

1 6 
/ 6(a) 

27 

San Francisco... 

i 

*2 

3 

l 4 

I 6(a) 

20(h) 


10(d) 

28 

Seattle. 

i 

2 

2H 

3 

I 8(c) 
\3K-5 

4 


29 

Syracuse. 

i 

2 





(a) Coarse Gravel; (b) Local; (c) Well cemented; (d) Bearing—Hardpan 
or Hard Shale rock unexposed to air, frost and water; (e) Sandy loam; (f) 
Good, solid, natural earth; (g) Quicksand or alluvial soil; (h) Bearing—Very 
hard, native bed rock. 







































































































CAMBRIA STEEL. 


311 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Masonry, Etc. 

(Revised to 1913.) Pounds per Square Inch. 


Extreme Fibre Stress (Bending). 


Sand¬ 

stone. 

Blue- 

stone. 

Portland Concrete. 

Rosendale Concrete. 

Brick— 

Hardburned 

Brickwork 
in Cement. 

No. 

1:2:4. 

1:2:5. 

1:2:4. 

1:2:5. 

100 

300 

30 

20 

16 

10 

50 

30 

1 

100 








2 

50 








6 

100 

300 

30 

20 

16 

10 

50 

30 

11 



35 

/ 25(k) 





14 




(30(1) 






100 

300 

30 

20 

16 

10 

50 

30 

16 

100 

300 

30 

20 

16 

10 

50(i) 

30 

19 

100(j) 

300 

30 

20 

16 

10 

50(i) 

30 

24 

100 


30 

20 

16 

10 

50(i) 

30 

26 

100 

300 







29 


Allowable Safe Loads and Sizes for Wooden Piles. 


Spacing 

Minimum Diameter. 

Safe Load—Tons. 

Concrete Capping. 

Maxi¬ 

mum 

C. to C. 
in 

inches. 

Mini¬ 

mum 

C. to C. 
in 

inches. 

Of 

Small 

End. 

Inches. 

Of Butt. 
Lengths 
= < 20ft. 

Inches. 

Of Butt. 
Lengths 
>20 ft. 

Inches. 

Formula 

for 

Single 

Pile. 

Not to 
exceed 
per Pile 

Thickness 

Rammed 

Between 

Heads. 

Inches. 

Width 
Outside 
of Piles. 

Inches. 

36 

20 

5 

10 

12 

(D) 

20 

12 

12 


24 

J8(m) 

10 

10 



(12(n) 


36 


\6 





l 6 

16(n) 


36 

24 

6 

12 

12 


25 

12 

12 



6 



(D)&(S) 

25 













5 

10 

12 

(D) 

25 

10 

12 






(D) 

7-20 

12 

12 










36 

20 

5 

10 

12 

(D) 

20 



36 

20 

5 

10 

12 

(D) 

20 

12 

12 

36 

20 

5 

10 

12 

(D) 

7-20 

12 

12 

36 


6 




20 

12 

12 

36 

20 

5 

10 

12 

(D) 

20 



30 

5 



20 

12 

12 






20 





6 

12 

12 

(D) 

25 

6 

12 

36 

24 





12 

12 

12 

36 

20 

5 

10 

12 

(D) 

20 

12 

12 



5 

10 

12 

(D) 

25 

/ 9(n) 

1 Q 

12 


12(o) 

7 




25 

l 9 

12 



24 

6 

12 

12 

(D)&(S) 

25 

/ 6(n) 

1 6 

12 



6 

10 

10 

(D) 

10-15 

9 

12 


No. 


1 

2 

3 

4 

5 

6 

9 

11 

12 

13 

15 

16 
17 

19 

20 
21 
22 

23 

24 
26 

27 

28 
29 


(i) Common; (j) Medina; (k) 1:3:6 mixture; (1) 1 : 2^ : 5 mixture; 
(m) Length = >20 ft.; (n) Capping, on top of heads; (o) In clear between 

2WH 2WH 

piles: (D) For Drop Hammer, (S) For Steam Hammer, p _^ 

where W = Weight of hammer in Tons; H = Height of drop in Feet; P = 
Penetration of last blow (or average of last several blows) in Inches. 






























































































312 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 


(Revised to 1913.) Pounds per Square Inch. 




Compression. 

Ho. 

City. 

Oak 

Yellow Pine. 

White Pine 



With 

Grain. 

Across 

Grain. 

With 

Grain. 

Across 

Grain. 

With 

Grain. 

Across 

Grain. 

1 

Atlanta. 

900 

800 

1000 

600 

800 

400 

2 

Baltimore. 

1000 

600 

1000 

600 

800 

400 

3 

Boston. 

810(e) 

800(c) 

900 

600(e) 

900 

500 

630 

250 

4 

Buffalo. 

1000 

700 

5 

Chicago. 

500 

/1100(g,d) 

\ 800(f) 

250(d) 

700(c) 

200(c) 



6 

Cincinnati. 

900 

800 

1000 

600 

800 

400 

7 

Cleveland (q). 

8 

Denver(q). 







9 

Detroit. 

1000 


1250 


875 


10 

Hartford (q). 




11 

Jersey City. 

900 

800 

1000 

600 

800 

400 

12 

Los Angeles(a)... 

13 

Louisville. 

1000 

600 

1000 

600 

800 

400 

200(d) 

14 

Milwaukee. 

1500(e) 

800(e) 

1100 

500(e) 

/1500(g) 

\1200(f) 

1000(h) 

1500 

/350(g) 

(300(f) 

1100(d) 

700 

15 

Minneapolis. 

16 

17 

Newark, N. J.... 
New Haven(a)... 

800 

600 

800 

400 

18 

New Orleans. 




/400(f) 

(500(g) 

600 



19 

New York. 

900 

800 

1000 

800 

400 

20 

Philadelphia. 

750 

550 

21 

Pittsburgh (a).... 





22 

Portland, Ore.. . . 





900(1) 

200(1) 

23 

Providence (a).... 





24 

Rochester. 

900 

800 

1000 

600 

800 

400 

25 

St. Louis(q). 

26 

St. Paul. 

1000 

700 

1100(h) 

600(h) 

900 

800(1) 

400 

200(1) 

27 

San Francisco.... 

28 

Seattle. 





29 

Syracuse. 

900 

800 

/ 800(f)(b) 

/ 400(f)(b) 

800 

800 

400 

400 

30 

Washington. 

900 

800 

(1000(g) 

1000 

1 600(g) 

600 

31 

Worcester(a). 
















(a) Based on best modern practice; (b) Applies also to North Carolina Pine; 
(c) Also for Norway Pine; (d) Also for Douglas Fir; (e) White Oak; (f) 
Shortleaf; (g) Longleaf; (h) Also for Washington or Oregon Fir; (i) Douglas 
or Yellow Fir only. 









































































CAMBRIA STEEL. 313 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1913.) Pounds per Square Inch. 


Compression. 


Spruce 

Locust. 

Hemlock. 

Chestnut. 

No. 

With 

Across 

With 

Across 

With 

Across 

With 

Across 


Grain 

Grain 

Grain. 

Grain. 

Grain. 

Grain. 

Grain. 

Grain. 


800 

400 

1200 

1000 

500 

500 



1 

800(b) (k) 

400(b) (k) 

1200 

1000 

600 

500 



2 

630 

630 







3 





700 




4 





500 

150 


. 

5 

800 

400 

1200 

1000 

500 

500 

500 

1000 

6 









7 









8 

950(n) 


850(m) 


750 




9 







10 

800 

400 

1800 

1000 

500 

500 

500 

1000 

11 









12 





600 

500 

600 

1000 

13 

J1100(o) 

\1000 

/300(o) 

(200 

1000(n) 

250(n) 

900 

200 

1100(m) 

240(m) 

14 

800 


760(n) 


600 




15 

800 

400 

1200 

1000 

600 

500 

500 

1000 

16 









17 


200(m) 







18 

800 

400 

1200 

1000 

500 

500 

500 

1000 

19 

500 

300 



350 

250 

— 


20 







21 

1500(i) 

400(i) 

1200(j) 

250(j) 





22 

23 

800 _ 

400 

1200 

1000 

500 

500 

500 

1000 

24 

25 

800 

400 

1200 

1000 

500 

300 

800 

400 

26 

800 

200 

1600(i) 

300(i) 

900(j) 

250(j) 



27 

800 

300 

1600(i) 

400(i) 

1400(p) 

350(p) 



28 

800 

400 



600 

300 



29 

800(k) 

400(k) 

1200 

1000 



500 

1000 

30 









31 











(j) Red Fir only; (k) Also for Virginia Pine; (1) Also for Redwood; (m) 
Cypress only; (n) Norway Pine only; (o) Cedar; (p) Western Hemlock; (q) 
Building Laws being revised, 1913. 

































































314 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 


ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1913.) Pounds per Square Inch. 




Extreme Fibre Stress (Bending). 

No. 

City. 

Yellow 

Pine. 

White 

Pine. 

Spruce. 

Oak. 

Locust. 

Hem¬ 

lock. 

Chest¬ 

nut. 

1 

Atlanta. 

1200 

800 

800 

1000 

1200 

600 

800 

2 

Baltimore. 

1800(1) 

1500(1) 

1800 

1000 

1350(f) 

1000 

1500 

1000 

3 

Boston. 

1000 

1000(d) 

1350 



4 

Buffalo. 

1080(b) 

800(b) 


1080 


5 

Chicago. 

J 1000(8) 

(1300(1, m) 


1200 


600 







6 

7 

Cincinnati. 

Cleveland (u)... 

1200 

800 

800 

1000 

1200 

600 

800 

8 

Denver(u). 








9 

Detroit. 

1250 

750 

750 

1000(d) 

950(e) 



10 

Hartford(u).... 



11 

12 

Jersey City.... 
Los Angeles.... 
Louisville. 

1200 

1620(c) 

800 

1260 

800 

1260 

1000 

2160 

1200 

600 

800 

13 

1200 

1000 


800 


14 

15 

Milwaukee. 

Minneapolis.... 

/1500(b) 

(1800(1) 

1620(a) 

/1200(e) 

(1000 

1080(b) 

800 

1080 

1000 

1500(d) 

1350 

1300(h) 

700 

1080 

1100(p) 

16 

17 

Newark, N. J.. 
New Haven.... 

1500 

1800 

800 

1260 

1100 

1350 

1200 

600 

554 

800 

18 

New Orleans... 

/1200(b) 

(1500(1) 

1200 

1600(1) 

900(o) 

1200 


19 

20 

New York. 

Philadelphia... 

800 

800 

1100 

1000 

600 

900 

800 

21 

Pittsburgh (k).. 





22 

Portland, Ore.. 

1600(h) 

900 

1000(i) 

800(j) 




23 

Providence(k).. 





24 

25 

Rochester. 

St. Louis(u)— 

1200 

800 

800 

1000 

1200 

600 

800 

26 

St. Paul. 

1200(a) 

1200(h) 

800 

800 

1000 

800(i) 

1200 

750(j) 

600 

800 

27 

San Francisco.. 

700 

700 

28 

Seattle. 

1600(h) 


1000 

1400(t) 

600 


29 

Syracuse. 

1 800(s)(g) 
(1200(1) 
1200 

700 

800 

1200 



30 

Washington.... 

800(f) 

800 

1000 

1200 

800 

31 

Worcester(k)... 















(a) Also for Washington and Oregon Fir; (b) Also for Norway Pine; (c) 
Oregon Pine only; (d) White Oak; (e) Norway Pine only; (f) Also for Virginia 
Pine; (g) Also for North Carolina Pine; (h) Douglas Oregon Yellow Fir only; 
(i) Washington or Red Fir only; (j) Redwood only; (k) Based on best modern 
practice; 






















































































CAMBRIA STEEL. 315 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 


(Revised to 1913.) Pounds per Square Inch. 


Tension. 

No. 

Yellow 

Pine. 

White 

Pine. 

Spruce. 

Oak. 

Hemlock. 

1200 

1800(1) 

800 

1000 

800 

1200(f) 

1000 

1500 

600 

800 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 






/ 1000(s) 
\1300(l)(m) 

1200 

800(b) 

800 


1200 

1000 

600 

600 

800 
















1200 

800 

800 

1000 

600 

1200 

/1000(s) 

\1200(1) 

1200(a) 

1200 



1000 

1200(d) 

1000 

1000 


700(q) 

800 

800 

800(m)(b) 

800 

800 

600(r) 

600 






1200 

1600(1) 

800 

800 

1250 

1000 

600 

1000 



1300(h) 

800 

1000(i) 


700(j) 


1200 

800 

800 

1000 

600 

1200(a) 

1200(h) 

1600(h) 

/ 800(s) 

\ 1200(1) 

1200 

800 

700 

800 

700 

1000 

800 

800(f) 

1000 

1000(i) 

600 

700(j) 

1400(t) 

600 

800 

800 

1000 

1000 



i 





(1) Longleaf; (m) Also for Douglas Fir; (n) Also for Chestnut; (o) Cypress 
only; (p) Cypress and Cedar only; (q) Also for Cedar; (r) Also Cypress; 
(s) Shortleaf; (t) Western Hemlock; (u) Building Laws being revised, 1913. 














































316 


CAMBKIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1913.) Pounds per Square Inch. 


No. 


1 

2 

3 

4 

5 

6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


City. 

Shear. 

Yellow Pine. 

White Pine. 

Spruce. 

With 

Fibre. 

Across 

Fibre. 

With 

Fibre. 

Across 

Fibre. 

With 

Fibre. 

Across 

Fibre. 

Atlanta. 

70 

100(1) 

100(1) 

500 

* 500(1) 
500(1) 

40 

85 

80 

250 

350 

250 

50 

90 

80 

320 

350 

250 

Baltimore. 

Boston. 

Buffalo (r). 

Chicago. 

/120(s) 

\ 130(1) (c) 

70 


80(d) 

40 




Cincinnati. 

500 

250 

40 

250 

Cleveland (q).... 

Denver (q). 







Detroit. 

100(1) 


80 


80 


Hartford (q). 




Jersey City. 

Los Angeles (e)... 

70 

500 

40 

250 

50 

320 

Louisville. 

80 

/ 150(s) (c) 
(175(1) 

400 

/1000(b) 

(1250(1) 





Milwaukee. 

Minneapolis(r) . 

/120(n) 

(100 

500 

125 

750 

Newark, N. J_ 

New Haven(e)... 

70 

500 

40 

250 

50 

320 

New Orleans.... 

New York. 

I 65(s) 

| 70(1) 

70 

100(1) 


50(f) 

40 




500 

1125 

• 

250 

50 

75 

320 

750 

Philadelphia.... 

Pittsburgh(e).... 



Portland, Ore.... 
Providence(e). . . 

150(g) 

500(g) 

100 

500 

100(h) 

600(h) 

Rochester. 

70 

500 

40 

250 

50 

320 

St. Louis(q). 

St. Paul. 

70(j) 

150(g) 

150(g) 

/ 50(s) 

1 70(1) 

70 

500(j) 

750(g) 

50 

100 

250 

500 

50 

100 

100 

50 

50(k) 

320 

500 

San Francisco... 
Seattle. 

Syracuse. 

/300(b) 

(500(1) 

500 

50 

40 

300 

250 

t 

300 

320(k) 

Washington. 

Worcester(e).... 









(a) Virginia Pine only; (b) White Oak; (c) Also for Douglas Fir; (d) Also 
for Norway Pine; (e) Based upon best modern practice; (f) Cypress only; 
(g) Douglas or Yellow Fir only; (h) Red Fir only; 








































































CAMBRIA STEEL. 317 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1913.) Pounds per Square Inch. 


Shear. 


Oak. 

Locust 

Hemlock. 

Chestnut. 

No. 

With 

Across 

With 

Across 

With 

Across 

Across 


Fibre. 

Fibre. 

Fibre. 

Fibre. 

Fibre. 

Fibre. 

Fibre. 


100 

600 

100 

720 

40 

275 

150 

1 

100 

720 

90(a) 

400(a) 

75 

350 

150 

2 

150 

600 






3 






4 

200 




60 



5 

100 

600 

100 

720 

40 

270 

150 

6 








7 








8 

150(b) 


90)d) 





9 






10 

100 

600 

100 

720 

40 

275 

150 

11 








12 

80 

400 






13 

240(b) 

1000(b) 

100(m) 

400(m) 

100(o) 

600 


14 









15 

100 

600 

100 

720 

40 

275 

150 

16 







17 








18 

100 

600 

100 

720 

40 

275 

150 

19 





63 

625 


20 






/ 

21 

80 (i) 

400(i) 






22 






23 

100 

600 

100 

720 

40 

275 

150 

24 

25 

100 

600 

100 

720 

40 

275 

150 

26 

125(h) 

600(h) 

100(i) 

400(i) 




27 

130(p) 

35 



28 

100 

100 

600 

600 



250 


29 

100 

720 


30 




31 










(i) Redwood only; (j) Also for Washington Fir; (k) Also for Virginia Pine; 
(1) Longleaf; (s) Shortleaf; (m) Cedar only; (n) Norway Pine only;, (o) 
Also for Cypress; (p) Western Hemlock; (q) Building Laws being revised, 
1913. (r) Do not specify. 


























































318 CAMBRIA STEEL. 

EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1913.) Pounds per Square Inch. 




Columns. 

No. 

City. 

Longleaf 

Yellow 

Pine. 

White Pine, 
Norway Pine 
and Spruce. 

Oak. 

Chestnut 

and 

Hemlock. 

Locust. 

Maii- 
mum 
Length 
L = 

1 

Atlanta. 

(A) 

(B) 

(I) 

A (B) 

iy 2 (B) 

30 D 

2 

Baltimore.... 

/ <12D (C) 
\> “ (E) 

(<12D (C) 
l> “ (E) 

I <12D (C) 
\> “ (E) 

1 <12D (C) 
\>“ (E) 

f <12D (C) 
\> “ (E) 


3 


(F) 

/ <12D-1000 

(G) 

/ <12D-700 

(R) 

/< 12D-800 
l> “ (K)(a) 



30 D 

4 


/<12D-700 
\> “ (J)(c) 





\> “ (F) 

\> “ (J)(b) 



5 


(M) 

/<12D-1000 

(M) 

JC12D-700 

l> “ (J) 

(M) 

/ <12D-800 
\> “ (K) 

(M) (c) 


30 D 

8 

Cincinnati.... 


180 R 


\> “ (F) 



7 

Cleveland (m) 

Denverfm) 







8 

9 







Detroi t, 

[<12D-1250 
\> “ (F) 

/ < 10D-875 
\> “ (J)(d) 

/ <10D-1000 
l> “ (K)(a) 



24 D 




10 

11 

Hartford (m). 







Jersey City... 

(A) 

(B) 

(I) 

5 A (B) 

VA (B) 

30 D 

12 

Los Angeles (1) 

Louisville.... 







13 

/<12D-1000 
\> “ (F) 
f <15D-1125 
\> “ (T)(k) 
/ <12D-1000 
\> “ (F)(e) 


/C12D-1000 
\> “ (F) 

1 <15D-1125 
\> “ (T) 

/ <12D-800 
\> “ IK) (a) 



120 R 

14 

15 

Milwaukee. .. 

Minneapolis.. 

/ < 15D-825 i 
l> “ (T)(b) 
/ <12D-700 
\> “ (J) (b) 

/ <15D-675 
\> “ (T)(c) 
/ <12D-600 
l> “ (J)(c) 

/ <15D-750j 
l> “ (T) 

30 D 



16 

Newark, N. J. 

1 

(A) 

O) 

(I) 

^ (B) 

IA (B) 

30 D 


L = Length of column in inches; D = Diameter or least dimension of 
column in inches; R = Least radius of gyration in inches; C = Allowable 
compressive unit stress (with grain) for that wood. 


(a) Also for Norway Pine; (b) White Pine only; (c) Hemlock only; (d) White 
Pine and Spruce only; (e) Also for Washington and Oregon Fir; (f) Spruce only; 
(g) Oregon Pine only; (h) White Pine and Virginia Pine only; (i) Also Douglas 

Formulae: — (E) C - 125-^- 1H) 900-9^- 

1ZU iJ 

(A) 1 000 - 18-^- (F) 1 000 - lo£ (I) 900 - 17-^- 

(B) 800 - 15^- (G) 700 - 7^- (J) 625 - 6^- 





















































CAMBRIA STEEL. 


319 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1913.) Pounds per Square Inch. 


No. 


City. 


17 New Haven. 

18 New Orleans(n). 

19 New York. 

20 Philadelphia. 

21 Pittsburgh (1). 


22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


Portland, Ore.. 
Providence(l). 
Rochester..... 
St. Louis(m).. 

St. Paul. 

San Francisco. 

Seattle. 

Syracuse. 

Washington... 
Worcester(l).. 


Columns. 


Longleaf 

Yellow 

Pine. 


1000 (N) 


(A) 

(O) 


(P) 


(A) 


White Pine, 
Norway Pine 
and Spruce. 


700(b) 

800(f) 


(N) 


(B) 

(O) 


(P) 


(B) 


(M) 

<15D (Q)(g) 

(P) 

/M(A)(s) 

I (A) 

(A) 


(M) 


(P) 

(B) 

(B) 


Oak. 


900 (N) 


(I) 

(O) 


(P) 


(I) 


(M) 


(P) 

(I) 

(I) 


Chestnut 

and 

Hemlock. 


(B) 

(O) 


(P) 


Vs (B) 


(M) 


(P) 

(S) (c) 


Locust. 


134 (B) 

( 0 ) 


(P) 


124 (B) 


(M) 


(P) 

(A) 


Maximum 
Length 
L = 


30 D 


20 D 


30 D 


24 D 
30 D 
30 D 


. L = Length of column in inches; D = Diameter or least dimension of 
column in inches; R = Least radius of gyration in inches; C = Allowable 
compressive unit stress (with grain) for that wood. 


Fir, Cypress and Cedar; (j) For Norway Pine, Spruce and Eastern Fir only; 
(k) Shortleaf; (<15D = 900); (1) Based on best modern practice; (m) Build¬ 
ing Laws being revised, 1913; (n) Does not specify; (s) Shortleaf. 


(K) 750 - 7.5 g- 


(M) C (1 8QD ) 


(N) Coefficients to apply to 
Gordon’s Formula. 


(°) c (i 100D ) 


(P) C (1 - m ) 


(S) 500 - 9 


D 


^ C (1 60D^ 


(Q) 1300 - 20 


D 



















































320 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Reinforced Concrete. 

(Revised to 1913.) Pounds per Square Inch. 


No. 

City. 

Concrete 

Mixture. 

Ratio 

Moduli 

of 

Elastic¬ 

ity 

Steel to 
Con¬ 
crete. 

1 

Atlanta. 

1:2:4 

12 

2 

Baltimore. 

1:2:4 

15 

3 

Boston. 

1 : 5 (h) 
1:2:5 

15 

4 

Buffalo. 

12 

5 

Chicago. 

1:2:4 

15 

6 

Cincinnati. 

1:2:4 

15 

7 

Cleveland. 

1:2:4 

15 

9 

11 

12 

Detroit. 

Jersey City.... 
Los Angeles.... 

/1 : V /2 : 3t 
\1 : 2 : 4 

1:2:4 
1:2:3 

15 

18 

15 

13 

Louisville. 

1:2:4 

15 

14 

Milwaukee.... 

1:2:4 

15 

15 

Minneapolis. .. 

1:2:4 

H° 

\ 15 

16 

Newark, N. J.. 

1:2:4 

15 

17 

18 

New Haven.. .. 
New Orleans... 

1:2:4 

12 

15 

15 

19 

New York. 

1 : 6 (h) 

20 

Philadelphia... 

1:2:4 

(30 c 
15 s 
[12 r 

22 

Portland, Ore.. 

1:2:4 

15 

24 

Rochester. 

1 : 6 (h) 

15 

26 

St. Paul. 

1:2:4 

15 

15 

27 

San Francisco.. 

1 : 6 (h) 

28 

Seattle.. 

1:2:4 

15 

15 

15 

29 

Syracuse. 

1:2:4 

30 

Washington.... 

1:2:4 


Concrete—Allowable Unit Stresses. 


Compression. 


Direct. 


600 

/500(b) 

|500 


350 

400 

600 

500 

450 

350 

450 

/450fb) 

\650 

500(b) 

600 dd 

450(b) 

500 
500 (r) 

500 

(150 (c) 
<1300 (s) 

1500 (r) 

400 

/450(b) 

(650 

500(b) 

500 

450 

500 

/120(c) 

(400 


Extreme 

Fibre 

Bending 


800 

500 

500 

500 

700 

700 

700 

650 

500 

500 

650 

700 

650 

650 

650 
650 (r) 

650 

(250 (c) 
400 (s) 
[600 (r) 

650 

650 

650 

500 

667 

'225 (c) 
650 
150(c) 
,650 


In 

Hooped 

Columns 


Shear. 


1200(H) 


/ 500(1) 
(500(d) 
(z) 

650 (j) 

/ (z) 
(800 (1) 
(zl 
750 
650 d,l 
540 
800(d) 
600 
600 (1) 
/ 800ee 
(1830 ff 
/650(d) 
(540 
1000 (j) 


725 

lOOO(ff) 

1750 (1) 
1750 (j) 
(540 (1) 
(650 

750(d) 

700 

500 (j) 

( (z) 

\800 (1) 


50 

50 

60 

50 

40 

65 

40 

40 

50 

50 

50 

(120(n) 
/ 60 cc 
l 40 bb 

50 

40 

50 

50 (r) 
40 

150(n) 
25(c) 
50 (s) 

, 75(r) 
/ 120(i) 

\ 40 

60 

50 

75 

fl20(n) 
60 cc 
40(c) 
[120 

60 


Tension. 


50 


40 (w) 


Bond. 


40 (w) 


40 (w) 
50 


60 

60 

50 

50(x) 

70(y) 


70 m 
50 

40 

50 

50 


I 40aa 
\ 80 

(100(q) 
l 75 (u) 

40 

50 

50 

80 

f 15(c) 
40 (s) 
l 50(v) 
jl00(q) 
\ 70 

/120(p) 
\ 80 
/ 80(q) 
( 50 
60 

50 (x) 
70(y) 
150(q) 
80 


(b) Columns not Inpoped; (c) Cinder concrete; (d) Vertical bars with hoops; 
(e) Actual compression in concrete surrounding steel; (f) Floor slabs; (g) 
Girders and beams; (h) Cement: aggregate; (i) Pure shear; (j) Spiral rein- 
orcement, (k) Minimum area, gross section; (1) Structural steel units encas¬ 
ing concrete; (m) High carbon steel; (n) Where thoroughly reinforced for 
s ieai A \°' SI sn of crack; (p) Where adequate mechanical bond is 

provided; (q) Deformed bars; (r) Rock or gravel concrete; (s) Slag concrete; 

















































































CAMBRIA STEEL. 321 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Reinforced Concrete. 

(Revised to 1913.) Pounds per Square Inch. 


Steel—Allowable Unit Stresses. 


Tension. 


16000 
112000 (v) 

\15000 
16000 
16000 

18000 

16000 
18000(m) 
16000 

18000m, q 
16000 
16000 
16000 

16000 


16000 

/20000(m) 
\16000 
I20000(m) 
\ 16000 
16000 
16000 
/ 20000(aa) 
\16000 

16000 


16000 

/ 20000 (m) 
\16000 
/20000(m) 
\16000 
20000 

18000 

/20000(m) 
\16000 

16000 


Com¬ 

pression. 


7500 
8000 v 
7500 


10500 

16000 

16000(1) 

15 X(e) 
16000 


16000 


10500 

j 8000- 
112000 


12 X (e) 


16000 

7500 c 
6000 s 
[ 7200r 


Compres¬ 

sion 


Vertical 
Reinforce 
ment in 
Columns 

6000 


7500 


9750(j) 

7500 

(z) 

12000 ( 1 ) 
6000 


i12000(d) 
\ 7500(b) 

/ 8000 dd 
(10000 ee 
I 8100(d) 
\ 6750(b) 


/ 6000 
\ 8700(d) 


9750 

8000- 

12000 

7500 


14000 


11250 

[ 9750(d) 
) 6750(b) 
/ 7500(b) 
\10000(d) 
8500 
7500Q) 
6750 


Shear. 


8000 v 
10000 


10000 
12000 
10000 
10000 w 


10000 


10000 


10000 


10000 


10000 

10000 

12000 

10000 

10000 


Columns. 

Tests. 


Mini- 


Ratio 


Maxi- 

mum 

Actual 

Ratio 

mum 

Allow- 

less 

Test 

_ 

Length 

able 

Effective 

to 

Span to 

L 

Dimen- 

Diam. 

Calcu- 

Maximum 

T 

sion. 

— 

lated 

Deflection. 

Inches. 

Inches. 

Load. 

14 


2 

3 


16 


3 




3 



16 



3 


12 

64 (k) 

3 

2 

800 

32 (z) 
15 


2 

4 



4 

2H+ 

(o) 





15 

10 

4 

2 

400 

12 


2 



15 


3 



15 


3 

4 


15 

64 (k) 

12 

3 

2(o) 

2 


15 

3 

HOOO (g) 

\ 300 (f) 

15 


4 



16 


3 

2(o) 





15 

12 

4 

2 


15 

4 

2(o) 

1 


15 


4 

800 (f) 

15 


3 

15 

12 

4 

2 

(1000 (g) 

\ 300(f) 

15 

10 

4 

2 

700 

15 

8 

2 

2 

700 

15 


4 

m+ 

360 

15 

50 (k) 

4 



No. 


1 

2 

3 

4 

5 

6 
7 

9 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

22 

24 

26 

27 

28 

29 

30 


(t) For columns; (u) Bars % inch or less; larger bars, proportionately less; 
(v) Soft steel; (w) Diagonal tension; (x) Flat bars with size ratio less than 2, 
and high carbon rounds and squares; (y) Structural steel rounds and squares; 
(z) For hooped columns, see Building Laws; (aa) Cold drawn material as wire; 
(bb) Horizontal bars; (cc) Bent up bars; (dd) Square columns; (ee) Round 
core columns; (ff) Special cases, see Building Laws. 



























































































322 CAMBRIA STEEL. 


EXPLANATION OF TABLES OF RIVETS AND PINS. 

RIVETS. 

In the design of riveted joints the total stress transmitted is 
assumed to be taken up by the rivets, no allowance being made 
for the friction between the plates riveted together, and the 
manner of failure of the joint will be by shearing of the rivet or 
crushing of the plate. This assumes that the rules given on 
page 330 are followed and failure by tearing off the plate caused 
by the rivets being too near the edge is thus prevented. 

In the table of “Shearing Value of Rivets and Bearing Value 
of Riveted Plates,” pages 324 and 325, these values are given 
for all customary sizes and thicknesses corresponding to various 
usual allowable unit stresses. 

For any given size of rivet or thickness of plate to be used, an 
inspection of the table will show at once if the bearing value of 
the plate or the shearing value of the rivet is to govern the design 
and the amount of stress that can be transmitted by each rivet. 

PINS. 

In designing pin-connected joints the points which govern the 
design are the bending moments produced in the pin by the bars 
or plates connected, and the bearing value of the plates them¬ 
selves. The bearing value in the case of eye-bars of proper 
proportions is sufficiently ample and need not be computed. 
Shear in pins need not ordinarily be considered, as the bending 
and bearing stresses usually determine the size. 

In the table of “Maximum Bending Moments on Pins,” pages 
332 and 333, is given the allowable bending moments on pins of 
various diameters for the usual allowable fibre stresses. 

In the table of “Bearing Values of Pin Plates for One-Inch 
Thickness of Plate,” on page 331, is given the allowable bearing 
values of plates against pins of various usual diameters, cor¬ 
responding to the customary unit stresses of this character. 

If the bearing value exceeds the allowable limit in any given 
case pin-plates must be added, thus increasing the bearing value 
until it is reduced to a safe limit as shown by the tables. 







CAMBRIA STEEL. 323 


CONVENTIONAL SIGNS FOR RIVETING. 


Two Pull Heads. 


Shop Field 

o • 


Countersunk Inside (Farside) and Chipped. 



Countersunk Outside (Nearside) and Chipped. 




Countersunk both Sides and Chipped. 



Flattened to K" bigh or Coun¬ 
tersunk and not Chipped. 


Flattened to \i” high. 


Flattened to %" high. 


Inside. Outside. c 

(Farside.) (Nearside.) both brDES - 

QOS 


This system, designed by F. C. Osborn, C. E., has for foundation the diagonal 
cross to represent a countersink, the blackened circle for a field rivet and the 
diagonal stroke to indicate a flattened head. The position of the cross, with 
respect to the circle (inside, outside or both sides), indicates the location of the 
countersink and, similarly, the number and position of the diagonal strokes 
indicate the height and position of the flattened heads. 

Any combination of field, countersunk and flattened head rivets liable to 
occur may be readily indicated by the proper combination of above signs. 







I 324 CAMBRIA STEEL. 

SHEARING VALUE OF RIVETS AND BEARING 
VALUE OF RIVETED PLATES. 

All Dimensions in Inches. 

Shearing Value = Area of Rivet X Allowable Shearing Stress per Square Inch. 

Diameter 

of 

Rivet. 

Area 

in 

Square Inches. 

Unit Stress = 6 000 lbs. 

Bearing Value for Different 

Single 

Shear. 

Double 

Shear. 

1 

4 

5 

1 6 

3 

. 8 

7 

1 6 

H 

A 

% 

A 

% 

1 

.1105 

.1964 

.3068 

.4418 

.6013 

.7854 

663 

1178 

1841 

2651 

3608 

4712 

1325 

2356 

3682 

5301 

7216 

9425 

1125 

1500 

1875 

2250 

2625 

3000 

1406 

1688 

2625 

3281| 

3938 

4594 

5250 

1875 

2344 

2813 

3281 

3750 

2250 

2813 

3375 

3938 

4500 

Diameter 

of 

Rivet. 

Area 

in 

Square Inches. 

Unit Stress = 6 750 lbs. 

Bearing Value for Different 

Single 

Shear. 

Double 

Shear. 

1 

4 

5 

1 6 

3 

8 

7 

1 6 

H 

A 

A 

A 

A 

1 

.1105 

.1964 

.3068 

.4418 

.6013 

.7854 

746 

1325 

2071 

2982 

4059 

5301 

1491 

2651 

4142 

5964 

8118 

10603 

1266 

1688 

2109 

2531 

2953 

3375 

1582 

2109 

2637 

3164 

3691 

4219 

1898 

2531 

3164 

3797 

4430 

5063 

2953 
3691| 
4430 
5168 
5906 

Diameter 

of 

Rivet. 

Area 

in 

Square Inches. 

Unit Stress = 7 500 lbs. 

Bearing Value for Different 

Single 

Shear. 

Double 

Shear. 

1 

4 

5 

1 6 

3 

8 

7 

1 6 

A 

A. 

% 

A 

A 

1 

.1105 

.1964 

.3068 

.4418 

.6013 

.7854 

828 

1473 

2301 

3313 

4510 

5891 

1657 

2945 

4602, 

6627 

9020 

11781 

1406 

1875 

2344 

2813 

3281 

3750 

1758 

2109 

3281 

4102| 

4922 

5742 

6563 

2344 

2930 

3516 

4102 

4688 

2813 

3516 

4219 

4922 

5625 

Diameter 

of 

Rivet. 

Area 

in 

Square Inches. 

Unit Stress = 10 000 lbs. 

Bearing Value for Different 

Single 

Shear. 

Double 

Shear. 

1 

4 

5 

1 6 

3 

8 

7 

1 0 

A 

A 

A 

A 

A 

1 

.1105 

.1964 

.3068 

.4418 

.6013 

.7854 

1105 

1964 

3068 

4418 

6013 

7854 

2209 

3927 

6136 

8836 

12026 

15708 

1875 

2500 

3125 

3750 

4375 

5000 

2344 

3125 

3906 

4688 

5469 

6250 

2813 

3750 

4688 

5625 

6563 

7500 

4375 

5469| 

6563 

7656 

8750 

In the above tables the bearing values between the lower and upper zigzag 
black lines are greater than single and less than double shear for the corre- 
( n , n - ensions ’ / j that in case of single shear, the single shearing value 
g erns, and in case of double shear, the bearing value governs the design. 
















































































































































CAMBRIA STEEL. 325 


SHEARING VALUE OF RIVETS AND BEARING 
VALUE OF RIVETED PLATES. 

All Dimensions in Inches. 

Bearing Value = Diameter of Rivet X Thickness of Plate X Allowable Bearing 

Stress per Square Inch. 

Thicknesses of Plate in Inches at 12 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

3000 

I 3750 

4219 

4688 

5625 

6188 

7219 

6750 

7875 

8531 

9750 

9188 

10500 

9844 

11250 

12000 

4500 

5250 

6000 

5063 

5906 

6750 

6563 

7500 

8250| 9000 

Thicknesses of Plate in Inches at 13 500 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

3375 
| 4219 

4746 

5273 

6328 

6961 

8121 

7594 

8859 

9598 

10969 

10336 

11813 

11074 

12656 

13500 

5063 

5906 

6750 

5695 

6645 

7594 

7383 

8438 

9281 

10125 

Thicknesses of Plate in Inches at 15 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

3750 
| 4688 

5273 

5859 

7031 

7734 

9023 

8438 

9844 

10664 

12188 

11484 

13125 

12305 

14063 

15000 

5625 

6563 

7500 

6328 

7383 

8438 

8203 

9375 

10313)11250 

Thicknesses of Plate in Inches at 20 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

5000 
| 6250 

7031 

7813 

9375 

10313 

12031 

11250 

13125 

14219 

16250 

15313 

17500 

16406 


7500 

8750 

10000 

8438 

9844 

11250 

10938 

12500 

13750| 15000 

18750j20000 

The bearing values above and to the right of the upper zigzag black lines are 
greater than double shear for the corresponding dimensions, so that in these 
cases the shearing values govern the design. . 

The bearing values below and to the left of the lower zigzag black lines are 
less than single shear, so that in these cases the bearing values govern the design. 






































































































































I 


326 


CAMBRIA STEEL. 


LENGTH OF RIVETS REQUIRED FOR VARIOUS 
GRIPS INCLUDING AMOUNT NECESSARY 
TO FORM ONE HEAD. 


-Grip-> 



-Grip- ■>, 


-Length 



Grip of 


Diameter of Rivet in Inches. 


IVAVOU 

in Inches. 

r 

1" 

i" 

I" 

t" 

¥' 

1" 

U" 

M 

i 

Vi 

Vi 

Vi 

Vs 

2 

2Vs 

234 

Ys 

Vi 

Vi 

Vs 

Vs 

2 

2Ys 

234 

2Ys 

H 

Vi 

Vi 

Vi 

2 

2Vs 

234 

2 Ys 

234 

Vs 

Vi 

Vi 

Vs 

2 Vs 

2M 

2 H 

2 Yz 

2 Ys 

1 

Vi 

Vi 

2 

2 X 

2% 

2Vz 

2 Ys 

234 

l Ys 

Vi 

Vs 

2Vs 

2Vs 

2Vz 

2 Ys 

234 

2 Ys 

Vi 

Vi 

2 

234 

2Vz 

2Ys 

2% 

2 Ys 

3 

i Ys 

Vs 

2Vs 

2 M 

2Ys 

2 Ys 

3 

3 

3 Vs 

Vz 

2 

2X 

2'A 

2 X 

3 

334 

3Vs 

334 

■ m 

2/4 

2Vs 

2Vs 

2Vs 

3Vs 

334 

334 

334 

Vi 

2 X 

2 Vt 

2:34 

3 

334 

3 Ys 

3Y 2 

3 Ys 

Vs 

2Ys 

2 H 

2Vs 

334 

3 Ys 

3}4 

3 Ys 

334 

2 

2A 

2X 

3Vs 

3Vs 

3Vz 

3 Ys 

334 

3 Ys 

2 Vs 

2Ys 

2Vs 

334 

3Vz 

3 Ys 

334 

3 Ys 

4 

2M 

2H 

3 

3Vs 

3Vs 

334 

3Vs 

4 

Vs 

2Ys 

2Vs 

3Vs 

3Vz 

3H 

3Vs 

4 

Vs 

V 

2 Vi 

3 

3H 

3 5 A 

3Vs 

4 

Vs 

V 

Vs 

2Ys 

3Vs 

3 x 

3H 

4 

Vs 

V 

Vs 

434 

2% 

3 X 

3Ys 

3Vs 

Vs 

V 

Vs 

Vz 

Vs 

2Vs 

3Ys 

3% 

4 

V 

Vs 

Vz 

Vs 

V 

3 

3 a 

3Vs 

Vs 

Vs 

Vz 

Vs 

V 

Vs 

314 

3 Vs 

4 

V 

Vz 

V 

V 

5 

5 

3X 

3H 

Vi 

Vs 

V 

Vs 

5 

Vs 

V 

3Ys 

3Vs 

434 

Vz 

Vs 

5 

Vs 

V 

Vs 

3A 

4 

Vs 

Vs 

5 

Vs 

V 

Vs 

Vz 

3 S A 

Vi 

Vz 

V 

Vs 

V 

Vs 

Vz 

Vs 

3% 

Vi 

Vs 

Vs 

V 

Vs 

Vz 

Vs 

V 

3Vs 

Vi 

V 

5 

Vs 

Vz 

Vs 

V 

Vs 

4 

Vz 

V/s 

Vs 

Vz 

Vs 

V 

Vs 

6 

Vi 

Vi 

5 

V 

Vs 

V 

Vs 

6 

634 

Vi 

4 % 

Vs 

Vz 

V 

Vs 

6 

6 Ys 

V 

Vi 

Vs 

V 

Vs 

Vs 

6 

Vs 

V 

Vs 

Vi 

5 

Vs 

V 

6 

Vs 

V 

Vs 

Vz 

Vi 

Vs 

Vz 

Vs 

Vs 

V 

Vs 

Vz 

Vs 

Vi 

V 

Vs 

6 

V 

Vz 

Vs 

V 

V 

Vi 

Vs 

V 

Vs 

Vz 

Vs 

V 

Vs 

Vs 

5 

V 

Vs 

V 

Vs 

V 

Vs 

7 

7 

&A 

Vs 

6 

Vs 

V 

Vs 

7 

7Ys 

7Ys 

5 /4 

Vi 

Vs 

Vz 

Vs 

7 

7Vs 

734 

734 

Vs 

Vs 

V 

Vs 

7 

Vs 

V 

7 Ys 

Vs 

5 A 

6 

Vs 

6H 

Vs 

734 

Vs 

Vz 

7V 2 

Vs 

Vs 

Vz 

Vs 

V 

7 H 

7 Vo 

7 Ys 

Vs 

Vi 

V\ 

V 

7 

Vs 

7Ys 

7 Ys 

7 34 

7% 

Vs 

V 

Vs 

Vs 

Vz 

V 

734 

7Vs 

7Vs 

6 

6 A 

7 

V 

Vs 

7Vs 

7Vs 

8 

Vs 


Amount in Inches to be subtracted from above lengths for 
Countersunk Heads. 


Vs 

X 

Yz 

Vz 

Ys 

H 

Vs 


Vs 


















































CAMBKIA STEEL. 327 


WEIGHT OF 100 STEEL RIVETS. 

INCLUDING 100 HEADS. 


Length 

Under 

Head. 

Diameter of Rivet in Inches. 

1 

2 

5 

8 

3 

T 

7 

8 

1 

Inches. 

Average Weight in Pounds. 

X 

9.2 





1 

10.5 

• 

17.0 




ix 

11.15 

18.0 




IX 

11.80 

19.0 

28.0 

41.3 


i % 

12.45 

20.0 

29.5 

43.4 


IX 

13.10 

21.0 

31.0 

45.5 

63.5 

IX 

13.75 

22.0 

32.5 

47.6 

66.2 

IX 

14.40 

23.0 

34.0 

49.7 

68.9 

IX 

15.00 

24.0 

35.5 

51.8 

71.7 

2 

15.70 

25.0 

37.0 

53.9 

74.4 

2Vs 

16.36 

26.0 

38.5 

56.0 

77.1 

2X 

17.00 

27.0 

40.0 

58.0 

79.8 

2% 

17.65 

28.0 

41.5 

60.1 

82.6 

2X 

18.30 

29.0 

43.0 

62.2 

85.3 

2X 

18.95 

30.0 

44.5 

64.3 

88.0 

2X 

19.60 

31.0 

46.0 

66.4 

90.7 

2X 

20.25 

32.0 

47.5 

68.5 

93.6 

3 

20.90 

33.0 

49.0 

70.6 

96.2 

3X 


34.0 

60.5 

72.7 

99.0 

3X 


35.0 

52.0 

74.7 

101.6 

3X 


36.0 

53.5 

76.8 

103.8 

3X 


37.0 

55.0 

78.9 

107.1 

3X 


38.0 

56.5 

81.0 

109.8 

3% 


39.0 

58.0 

83.1 

112.6 

3Va 


40.0 

59.5 

85.2 

115.2 

4 


41.0 

61.0 

87.3 

118.0 

4Xi 



64.0 

91.4 

123.5 

414 



67.0 

95.6 

128.9 

4M 



70.0 

99.8 

134.4 

5 



73.0 

104.0 

139.8 

5X 



76.0 

108.2 

145.3 

5X 



79.0 

112.3 

150.7 

5X 



82.0 

116.5 

166.2 

6 



85.0 

120.7 

161.6 

Weight of 

5.3 

9.0 

13.0 

20.5 

30.8 

100 Heads. 































CAMBRIA STEEL. 


AREAS TO BE DEDUCTED TO OBTAIN NET AREA 

OF RIVETED PLATE. 


Square Inches. 


Thick¬ 

ness 

Plates 

in 

Inches. 

SIZE OF HOLE. 

Inches. 

M 

5 

16 

Vs 

7 

.» 6 

V 2 

re 

Vs 

11 

T6 


13. 

16 

Vs 

1A 

16 

1 

Its 


06 

.08 

.09 

.11 

.13 

.14 

.16 

.17 

.19 

.20 

.22 

.23 

.25 

.27 

5 

.08 

.10 

12 

.14 

.16 

.18 

.20 

.21 

.23 

.25 

.27 

.29 

.31 

.33 

16 

.09 

.12 

.14 

.16 

.19 

.21 

.23 

.26 

.28 

.30 

.33 

.35 

.38 

.40 

Vo 

TS 

.11 

.14 

.16 

.19 

.22 

.25 

.27 

.30 

.33 

.36 

.38 

.41 

.44 

.46 


.13 

.16 

.19 

.22 

.25 

.28 

.31 

.34 

.38 

.41 

.44 

.47 

.50 

.53 

9 

.14 

.18 

.21 

.25 

.28 

.32 

.35 

.39 

.42 

.46 

.49 

.53 

.56 

.60 

5 A 

.16 

.20 

.23 

.27 

.31 

.35 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.66 

T6 

.17 

.21 

.26 

.30 

.34 

.39 

.43 

.47 

.52 

.56 

.60 

.64 

.69 

.73 

% 

.19 

.23 

.28 

.33 

.38 

.42 

.47 

.52 

.56 

.61 

.66 

.70 

.75 

.80 

U 

.20 

.25 

.30 

.36 

.41 

.46 

.51 

.56 

.61 

.66 

.71 

.76 

.81 

.86 

Vs 

.22 

.27 

.33 

.38 

.44 

?49 

.55 

.60 

.66 

.71 

.77 

.82 

.88 

.93 

tt 

.23 

.29 

.35 

.41 

.47 

.53 

.59 

.64 

.70 

.76 

.82 

.88 

.94 

1.00 

1 

.25 

.31 

.38 

.44 

.50 

.56 

.63 

.69 

.75 

.81 

.88 

.94 

1.00 

1.06 

ljV 

.27 

.33 

.40 

.46 

.53 

.60 

.66 

.73 

.80 

.86 

.93 

1.00 

1.06 

1.13 

m 

.28 

.35 

.42 

.49 

.56 

.63 

.70 

.77 

.84 

.91 

.98 

1.05 

1.13 

1.20 


.30 

.37 

.45 

.52 

.59 

.67 

.74 

.82 

.89 

.96 

1.04 

1.11 

1.19 

1.26 

1 H 

.31 

.39 

.47 

.55 

.63 

.70 

.78 

.86 

.94 

1.02 

1.09 

1.17 

1.25 

1.33 

1 l^T 

.33 

.41 

.49 

.57 

.66 

.74 

.82 

.90 

.98 

1.07 

1.15 

1.23 

1.31 

1.39 

m 

.34 

.43 

.52 

.60 

.69 

.77 

.86 

.95 

1.03 

1.12 

1.20 

1.29 

1.38 

1.46 

in 

.36 

.45 

.54 

.63 

.72 

.81 

.90 

.99 

1.08 

1.17 

1.26 

1.35 

1.44 

1.53 

l H 

.38 

.47 

.56 

.66 

.75 

.84 

.94 

1.03 

1.13 

1.22 

1.31 

1.41 

1.50 

1.59 

1A 

.39 

.49 

.59 

.68 

.78 

.88 

.98 

1.07 

1.17 

1.27 

1.37 

1.46 

1.56 

1.66 

lVs 

.41 

.51 

.61 

.71 

.81 

.91 

1.02 

1.12 

1.22 

1.32 

1.42 

1.52 

1.63 

1.73 

Itt 

.42 

.53 

.63 

.74 

.84 

.95 

1.05 

1.16 

1.27 

1.37 

1.47 

1.58 

1.69 

1.79 

m 

.44 

.55 

.66 

.77 

.88 

.98 

1.09 

1.20 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

m 

.45 

.57 

.68 

.79 

.91 

1.02 

1.13 

1.25 

1.36 

1.47 

1.59 

1.70 

1.81 

1.93 

V/s 

.47 

.59 

.70 

.82 

.94 

1.05 

1.17 

1.29 

1.41 

1.52 

1.64 

1.76 

1.88 

1.99 

in 

.48 

.61 

.73 

.85 

.97 

1.09 

1.21 

1.33 

1.45 

1.57 

1.70 

1.82 

1.94 

2.06 

2 

.50 

.63 

.75 

.88 

1.00 

1.13 

1.25 

1.38 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 


MAXIMUM SIZE OF RIVETS IN ANGLES AND IN 
FLANGES OF BEAMS AND CHANNELS. 


I-BEAMS. 

CHANNELS. 

ANGLES. 

Depth 

Weight 

Size 

Depth 

Weight 

Size 

Depth 

Weight 

Size 

Length 

Size 

Length 

Size 

of 

per 

of 

of 

per 

of 

of 

per 

of 

of 

of 

of 

of 

Beam. 

Foot. 

Rivet. 

Beam. 

Foot. 

Rivet. 

Channel 

Foot. 

Rivet. 

Leg. 

Rivet. 

Leg. 

Rivet. 

Ins. 

Pounds. 

Inch. 

Ins. 

Pounds. 

Inch. 

Inches. 

Pounds. 

Inch. 

Inches. 

Inch. 

Inches. 

Inch. 

3 

5.5 

Vs 

15 

42.0 

H 

3 

4.0 


Vi 

Vi 

3 

Vs 

4 

7.5 

V 2 

15 

60.0 

V\ 

4 

5.25 


1 

Vi 

3^ 

Vs 

5 

9.75 

V 2 

15 

80.0 

Vs 

5 

6.50 


1M 

Vs 

4 

Vs 

6 

12.25 

Vs 

18 

55.0 

Vs 

6 

8.0 

Vs 

lVs 

Vs 

4^ 

Vs 

7 

15.0 

Vs 

20 

65.0 

1 

7 

9.75 

Vs 

IV 2 

Vs 

5 

Vs 

8 

18.00 

V* 

20 

80.0 

1 

8 

11.25 

Vi 

l Vi 

V 2 

6 

Vs 

9 

21.0 

V 

24 

80.0 

1 

9 

13.25 

Vi 

2 

Vs 

7 

1 

10 

25.0 

% 

24 

105.0 

1 

10 

15.0 

% 


Vi 

8 

lVs 

12 

31.5 

% 




12 

20.50 

V 

234 

Vi 



12 

40.0 

Vi 




15 

33.0 

Vi 

2Vi 

Vi 


















































































CAMBRIA STEEL. 


329 


AREAS TO BE DEDUCTED TO OBTAIN NET AREA 

OF RIVETED PLATE. 

Square Inches. 


SIZE OF HOLE. 
Inches. 


IX 

Itjs 

IX 

1* 

lVs 

lA 

IX 

A 16 

1% 

1 

A 16 

IX 

1ft 

lVs 

1ft 

2 

in 

Inches. 

.28 

.30 

.31 

.33 

.34 

.36 

.38 

.39 

.41 

.42 

.44 

.45 

.47 

.48 

.50 

X 

.35 

.37 

.39 

.41 

.43 

.45 

.47 

.49 

.51 

.53 

.55 

.57 

.59 

.61 

.63 

5 

.42 

.45 

.47 

.49 

.52 

.54 

.56 

.59 

.61 

.63 

.66 

.68 

.70 

.73 

.75 

Vs 

.49 

.52 

.55 

.57 

.60 

.63 

.66 

.68 

.71 

.74 

.77 

.79 

.82 

.85 

.88 

7 

16 

.56 

.59 

.63 

.66 

.69 

.72 

.75 

.78 

.81 

.84 

.88 

.91 

.94 

.97 

1.00 

A 

.63 

.67 

.70 

.74 

.77 

.81 

.84 

.88 

.91 

.95 

.98 

1.02 

1.05 

1.09 

1.13 

"16 

.70 

.74 

.78 

.82 

.86 

.90 

.94 

.98 

1.02 

1.05 

1.09 

1.13 

1.17 

1.21 

1.25 

Vs 

.77 

.82 

.86 

.90 

.95 

.99 

1.03 

1.07 

1.12 

1.16 

1.20 

1.25 

1.29 

1.33 

1.38 

ft 

.84 

.89 

.94 

.98 

1.03 

1.08 

1.13 

1.17 

1.22 

1.27 

1.31 

1.36 

1.41 

1.45 

1.50 

X 

.91 

.96 

1.02 

1.07 

1.12 

1.17 

1.22 

1.27 

1.32 

1.37 

1.42 

1.47 

1.52 

1.57 

1.63 

13. 

.98 

1.04 

1.09 

1.15 

1.20 

1.26 

1.31 

1.37 

1.42 

1.48 

1.53 

1.59 

1.64 

1.70 

1.75 

7 A 

1.05 

1.11 

1.17 

1.23 

1.29 

1.35 

1.41 

1.46 

1.52 

1.58 

1.64 

1.70 

1.76 

1.82 

1.88 

ft 

1.13 

1.19 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.69 

1.75 

1.81 

1.88 

1.94 

2.00 

1 

1.20 

1.26 

1.33 

1.39 

1.46 

1.53 

1.59 

1.66 

1.73 

1.79 

1.86 

1.93 

1.99 

2.06 

2.13 


1.27 

1.34 

1.41 

1.48 

1.55 

1.62 

1.69 

1.76 

1.83 

1.90 

1.97 

2.04 

2.11 

2.18 

2.25 

lVs 

1.34 

1.41 

1.48 

1.56 

1.63 

1.71 

1.78 

1.86 

1.93 

2.00 

2.08 

2.15 

2.23 

2.30 

2.38 

1A 

1.41 

1.48 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

2.11 

2.19 

2.27 

2.34 

2.42 

2.50 

IX 

1.48 

1.56 

1.64 

1.72 

1.80 

1.89 

1.97 

2.05 

2.13 

2.21 

2.30 

2.38 

2.46 

2.54 

2.63 

llT 

1.55 

1.63 

1.72 

1.80 

1.89 

1.98 

2.06 

2.15 

2.23 

2.32 

2.41 

2.49 

2.58 

2.66 

2.75 

lVs 

1.62 

1.71 

1.8p 

1.89 

1.98 

2.07 

2.16 

2.25 

2.34 

2.43 

2.52 

2.61 

2.70 

2.79 

2.88 

1 TS 

1.69 

1.78 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

2.53 

2.63 

2.72 

2.81 

2.91 

3.00 

1'A 

1.76 

1.86 

1.95 

2.05 

2.15 

2.25 

2.34 

2.44 

2.54 

2.64 

2.73 

2.83 

2.93 

3.03 

3.13 

1 TS 

1.83 

1.93 

2.03 

2.13 

2.23 

2.34 

2.44 

2.54 

2.64 

2.74 

2.84 

2.95 

3.05 

3.15 

3.25 

i 5 A 

1.90 

2.00 

2.11 

2.21 

2.32 

2.43 

2.53 

2.64 

2.74 

2.85 

2.95 

3.06 

3.16 

3.27 

3.38 

1ft 

1.97 

2.08 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84 

2.95 

3.06 

3.17 

3.28 

3.39 

3.50 

W\ 

2.04 

2.15 

2.27 

2.38 

2.49 

2.61 

2.72 

2.83 

2.95 

3.06 

3.17 

3.29 

3.40 

3.51 

3.63 

1ft 

2.11 

2.23 

2.34 

2.46 

2.58 

2.70 

2.81 

2.93 

3.05 

3.16 

3.28 

3.40 

3.52 

3.63 

3.75 

lVs 

2.18 

2.30 

2.42 

2.54 

2.66 

2.79 

2.91 

3.03 

3.15 

3.27 

3.39 

3.51 

3.63 

3.75 

3.88 

m 

2.25 

2.38 

2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 

3.38 

3.50 

3.63 

3.75 

3.88 

4.00 

2 


Thick¬ 

ness 

Plates 


RIVET SPACING. 

All Dimensions in Inches. 


Size 

of 

Rivet. 

Minimum 

Pitch. 

Maximum Pitch 
at Ends of 
Compression 
Members. 

Minimum Pitch 
in Flanges of 
Chords and Gird’s. 

Distance from Edge of Piece to 
Center of Rivet Hole. 

Minimum. 

Usual. 

X 

X 

0 




Vs 

IX 





Vv. 

l'X 





Vs 

lVs 

2Vz 

4 

15 

16 

IX 

X 

2X 

3 

4 

IX 

m 

Vs 

2Vs 

2 X A 

4 

1& 

IX 

j. 

3 

4 

4 


2 


For General Rules for Rivet Spacing see next page. 
























































330 CAMBRIA STEEL. 


GENERAL RULES FOR RIVET SPACING FOR 
BRIDGE AND STRUCTURAL WORK. 

The pitch or distance from center to center of rivets should not 
be less than 3 diameters of the rivet. In bridge work the pitch 
should not exceed 6 inches or 16 times the thickness of the 
thinnest outside plate except in special cases hereafter noted. 
In the flanges of beams and girders where plates more than 12 
inches wide are used, an extra line of rivets with a pitch not 
greater than 9 inches should be driven along each edge to draw 
the plates together. 

At the ends of compression members the pitch should not 
exceed 4 diameters of the rivet for a length equal to twice the 
width or diameter of the member. 

In the flanges of girders and chords carrying floors, the pitch 
should not exceed 4 inches. 

For plates in compression the pitch in the direction of the line 
of stress should not exceed 16 times the thickness of the plate, 
and the pitch in a direction at right angles to the line of stress 
should not exceed 32 times the thickness, except for cover plates 
of top chords and end posts in which the pitch should not exceed 
40 times their thickness. 

The distance between the edge of any piece and the center of 
the rivet hole should not be less than \\ inches for £ inch and f 
inch rivets except in bars less than 2§ inches wide; when practi¬ 
cable it should, for all sizes, be at least 2 diameters of the rivet 
and should not exceed 8 times the thickness of the plate. 

Minimum spacing is generally used in pin plates, at ends of 
columns, girders, etc., etc. 

In figuring clearance of rivets for special cases, allow f inch in 
addition to diameter of head. 







CAMBRIA STEEL. 


331 


BEARING VALUES OF PIN PLATES. 

For Ono Inch Thickness of Plate. 


Bearing value = Diameter of Pin X 1" X Stress per Square Inch. 




Bearing 

Bearing 

Bearing 



Bearing 

Bearing 

Bearing 

Diam- 

Area 

Value at 

Value at 

Value at 

Diam- 

Area 

Value at 

Value at 

Value at 



12 000 

13 500 

15 000 



12 000 

13 500 

15 000 

eterof 

of 

Pounds 

Pounds 

Pounds 

eter of 

of 

Pounds 

Pounds 

Pounds 



per 

per 

per 



per 

per 

per 

Pin. 

Pin. 

Square 

Square 

Square 

Pin. 

Pin. 

Square 

Square 

Square 



Inch. 

Inch. 

Inch. 



Inch. 

Inch. 

Inch. 

Inches. 

Sq. Ins. 

Pounds. 

Pounds. 

Pounds. 

Inches. 

Sq. Ins. 

Pounds. 

Pounds. 

Pounds. 

1 

.785 

12000 

13500 

15000 

4K 

15.90 

54000 

60750 

67500 

IK 

.994 

13500 

15190 

16880 

4K 

16.80 

55500 

62440 

69380 

IK 

1.227 

15000 

16880 

18750 

4K 

17.72 

57000 

64130 

71250 

IK 

1.485 

16500 

18560 

20630 

4K 

18.67 

58500 

65810 

73130 

IK 

1.767 

18000 

20250 

22500 

5 

19.64 

60000 

67500 

75000 

IK 

2.074 

19500 

21940 

24380 

5K 

20.63 

61500 

69190 

76880 

IK 

2.405 

21000 

23630 

26250 

5 K 

21.65 

63000 

70880 

78750 

IK 

2.761 

22500 

25310 

28130 

5K 

22.69 

64500 

72560 

80630 

2 

3.142 

24000 

27000 

30000 

5K 

23.76 

66000 

74250 

82500 

2K 

3.547 

25500 

28690 

31880 

5K 

24.85 

67500 

75940 

84380 

2K 

3.976 

27000 

30380 

33750 

5M 

25.97 

69000 

77630 

86250 

2K 

4.430 

28500 

32060 

35630 

5K 

27.11 

70500 

79310 

88130 

2K 

4.909 

30000 

33750 

37500 

6 

28.27 

72000 

81000 

90000 

2K 

5.412 

31500 

35440 

39380 

6K 

29.46 

73500 

82690 

91880 

2K 

5.940 

33000 

37130 

41250 

6K 

30.68 

75000 

84380 

93750 

2K 

6:492 

34500 

38810 

43130 

6K 

31.92 

76500 

86060 

95630 

3 

7.069 

36000 

40500 

45000 

6K 

33.18 

78000 

87750 

97500 

3 K 

7.670 

37500 

42190 

46880 

6K 

34.47 

79500 

89440 

99380 

3K 

8.296 

39000 

43880 

48750 

6K 

35.79 

81000 

91130 

101250 

3K 

8.946 

40500 

45560 

50630 

6K 

37.12 

82500 

92810 

103130 

3K 

9.621 

42000 

47250 

52500 

7 

38.48 

84000 

94500 

105000 

3K 

10.32 

43500 

48940 

54380 

7K 

44.18 

90000 

101250 

112500 

3K 

11.05 

45000 

50630 

56250 

8 

50.27 

96000 

108000 

120000 

3K 

11.79 

46500 

52310 

58130 

8K 

56.75 

102000 

114750 

127500 

4 

12.57 

48000 

54000 

60000 

9 

63.62 

108000 

121500 

135000 

4K 

13.36 

49500 

55690 

61880 

10 

78.54 

120000 

135000 

150000 

4K 

14.19 

51000 

57380 

63750 

11 

95.03 

132000 

148500 

165000 

4K 

15.03 

52500 

59060 

65630 

12 

113.10 

144000 

162000 

180000 


Example. —The stress in the end post of a bridge is 250 000 pounds and the 
diameter of the pin is 554". Required the total thickness of steel pin plates 
for a bearing value of 15 000 pounds per square inch. 

From the table the bearing value of a 554" pin in a 1" plate for 15 000 pounds 
unit stress is 84 380 pounds. Therefore the total thickness of metal required is 


250 000 
84 380 


2.96". 


The nearest commercial size would therefore 
web and necessary reinforcing plates. 


be on each side, including 













































332 CAMBRIA STEEL. 


MAXIMUM BENDING MOMENTS ON PINS. 

With Extreme Fibre Stresses Varying from 15 000 to 25 000 
Pounds per Square Inch. 


Diameter 

of 

Pin in 

Inches. 

Area of 

Pin 

in Square 

Inches. 

Moments in Inch-Pounds for Fibre Stresses of 

15000 Lbs. 
per 

Square Inch. 

18 000 Lbs. 
per 

Square Inch. 

20000 Lbs. 
per 

Square Inch. 

22500 Lbs. 
per 

Square Inch. 

25000 Lbs. 
per 

Square Inch. 

1 

.785 

1470 

1770 

1960 

2210 

2450 

l X 

.994 

2100 

2520 

2800 

3150 

3490 

in 

1.227 

2900 

3450 

3830 

4310 

4790 

m 

1.485 

3830 

4590 

5100 

5740 

6380 

l H 

1.767 

4970 

5960 

6630 

7460 

8280 

m 

2.074 

6320 

7580 

8430 

9480 

10530 

IX 

2.405 

7890 

9470 

10520 

11840 

13150 

m 

2.761 

9710 

11650 

12940 

14560 

16180 

2 

3.142 

11780 

14140 

15710 

17670 

19630 

2 y 8 

3.547 

14130 

16960 

18840 

21200 

23550 

2X 

3.976 

16770 

20130 

22370 

25160 

27960 

2X 

4.430 

19730 

23670 

26300 

29590 

32880 

2X 

4.909 

23010 

27610 

30680 

34510 

38350 

2X 

5.412 

26640 

31960 

35520 

39960 

44400 

2X 

5.940 

30630 

36750 

40830 

45940 

51040 

2V s 

6.492 

34990 

41990 

46660 

52490 

58320 

3 

7.069 

39730 

47680 

52970 

59600 

66220 

3H 

7.670 

44940 

53930 

59920 

67410 

* 74900 

3M 

8.296 

50550 

60660 

67400 

75830 

84250 

3 y% 

8.946 

56610 

67940 

75480 

84920 

94350 

3 H 

9.621 

63140 

75770 

84180 

94710 

105230 


10.321 

70150 

84180 

93530 

105220 

116910 

3X 

11.045 

77660 

93190 

103540 

116490 

129430 

'6'/s 

11.793 

85690 

102820 

114250 

128530 

142810 

4 

12.566 

94250 

113100 

125660 

141370 

157080 

4X 

13.364 

103360 

124040 

137820 

155040 

172270 

4X 

14.186 

113050 

135660 

150730 

169570 

188410 

4% 

15.033 

123320 

147980 

164420 

184980 

205530 

4H 

15.904 

134190 

161030 

178920 

201290 

223650 

4H 

16.800 

145690 

174830 

194250 

218510 

242810 

4X 

17.721 

157820 

189390 

210430 

236740 

263040 

4% 

18.665 

170580 

204740 

227490 

255920 

284360 

5 

19.635 

184080 

220890 

245440 

276120 

306800 


20.629 

198230 

237880 

264310 

297350 

330390 

bX 

21.648 

213090 

255710 

284120 

319640 

355160 

bH 

22.691 

228680 

274420 

304910 

343020 

381130 

g* 

23.758 

245010 

294010 

326680 

367510 

408350 

5% 

24.850 

262100 

314510 

349460 

393140 

436830 

5X 

25.967 

279960 

335950 

373280 

419940 

466600 

bVs 

27 109 

298620 

358340 

398160 

447930 

497700 

























CAMBRIA STEEL. 333 


MAXIMUM BENDING MOMENTS ON PINS. 

With Extreme Fibre Stresses Varying from 15 000 to 25 000 
Pounds per Square Inch. 


Diameter 

Area of 

Moments in Inch-Pounds for Fibre Stresses of 

of 

Pin 











Pin in 

in Square 

15000 Lbs. 

18000 Lbs. 

20 000 Lbs. 

22500 Lbs. 

25000 Lbs. 



per 

per 

per 

per 

per 

Inches. 

Inches. 

Square Inch. 

Square Inch. 

Square Inch. 

Square Inch. 

Square Inch. 

6 

28.274 

318090 

381700 

424120 

477130 

530140 

6 y 8 

29.465 

338380 

406060 

451180 

507580 

563970 

6H 

30.680 

359530 

431430 

479370 

539290 

599210 

6 H 

31.919 

381530 

457840 

508710 

572300 

635890 

6 H 

33.183 

404420 

485400 

539230 

606630 

674030 

6 Vi 

34.472 

428200 

513840 

570940 

642300 

713670 

6% 

35.785 

452900 

543480 

603870 

679350 

754830 

V/s 

37.122 

478530 

574240 

638040 

717800 

797550 

7 

38.485 

505110 

606130 

673480 

757660 

841850 

7% 

39.871 

532650 

639190 

710210 

798980 

887760 


41.282 

561180 

673420 

748250 

841780 

935310 

7% 

42.718 

590710 

708860 

787620 

886070 

984520 

7Vi 

44.179 

621260 

745510 

828350 

931890 

1035440 

7Vs 

45.664 

652850 

783410 

870460 

979270 

1088080 

7% 

47.173 

685480 

822580 

913980 

1028220 

1142470 

7Vs 

48.707 

719190 

863030 

958920 

1078780 

1198650 

8 

50.265 

753980 

904780 

1005310 

1130970 

1256640 

sys 

51.849 

789880 

947860 

1053170 

1184820 

1316470 

8 \i 

53.456 

826900 

992280 

1102530 

1240350 

1378170 

8 H 

55.088 

865060 

1038070 

1153410 

1297590 

1441760 

8^2 

56.745 

904370 

1085250 

1205830 

1356560 

1507290 

8 Yi 

58.426 

944860 

1133830 

1259820 

1417290 

1574770 

8 % 

60.132 

986540 

1183850 

1315390 

1479810 

1644240 

m 

61.862 

1029430 

1235310 

1372570 

1544140 

1715710 

9 

63.617 

1073540 

1288250 

1431390 

1610310 

1789240 

93^ 

65.397 

1118900 

1342680 

1491860 

1678340 

1864830 

9'3l 

67.201 

1165510 

1398610 

1554010 

1748270 

1942520 

9 H 

69.029 

1213400 

1456080 

1617870 

1820100 

2022340 

W 2 

70.882 

1262590 

1515110 

1683450 

1893880 

2104310 

Q' 5 A 

72.760 

1313090 

1575700 

1750780 

1969630 

2188480 

9W 

74.662 

1364910 

1637900 

1819880 

2047370 

2274850 

9% 

76.590 

1418090 

1701700 

1890780 

2127130 

2363480 

10 

78.540 

1472620 

1707150 

1963500 

2208930 

2454370 

10 W 

82.516 

1585850 

1903020 

2114470 

2378780 

2643090 

10V 2 

86.590 

1704740 

2045690 

2272990 

2557120 

2841240 

iom 

90.763 

1829430 

2195320 

2439250 

2744150 

3049060 

ii 

95.033 

1960060 

2352070 

2613410 

2940090 

3266770 


99.402 

2096760 

2516110 

2795680 

3145140 

3494600 

11 w 

103.869 

2239670 

2687610 

2986230 

3359510 

3732790 

12 

113.098 

1 2544690 

3053630 

3392920 

3817040 

4241150 























334 


CAMBRIA STEEL. 


DIMENSIONS OF BOLTS AND NUTS. 

Franklin Institute Standard. 


Bolts and Threads. 

Rough Nuts and Heads. 

Diameter of Bolt. 

Threads per Inch. 

Diameter at Root of 
Thread. 

Width of Plat. 

Area of Bolt Body. 

Area of Bolt at Root 

of Thread. 

Short Diameter of 

Square and Hexagon. 

Long Diameter of 

Square. 

Long Diameter of 

Hexagon. 

Thickness of Nuts. 

Thickness of Heads. 

Ins. 

No. 

Ins. 

Ins. 

Sq. Ins. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

1 

4 

20 

.185 

.0062 

.049 

.027 

1 

2 

.707 

.577 

X 

4 

1 

4 

A 

18 

.240 

.0070 

.077 

.045 

19 

32 

.840 

.686 

_5_ 

1 ft 

1 9 

If 

3 2 

3 

8 

16 

.294 

.0078 

.110 

.068 

11 
16 

.972 

.794 

3 

8 

7 

16 

14 

.344 

.0089 

.150 

.093 

25 

32 

1.105 

.902 

7 

1 6 

25 
fi 4 

1 

2 

13 

.400 

.0096 

.196 

.126 

7 

8 

1.238 

1.010 

1 

2 

7 

1 fi 

9 

16 

12 

.454 

.0104 

.249 

.162 

31 

32 

1.370 

1.119 

9 

1 6 

3 1 
¥¥ 

5 

8 

11 

.507 

.0113 

.307 

.202 

1_L 

1 16 

1.503 

1.227 

5 

8 

17 

3 2 

3 

4 

10 

.620 

.0125 

.442 

.302 

11 

a 4 

1.768 

1.443 

3 

4 

5 

8 

7 

8 

9 

.731 

.0140 

.601 

.420 

1 _i_ 

1 16 

2.033 

1.660 

7 

8 

23 

3 2 

1 

8 

.837 

.0156 

.785 

.550 

If 

2.298 

1.876 

1 

13 

n 

7 

.940 

.0180 

.994 

.694 

1H 

2.563 

2.093 

H 

29 

32 

1 

li 

7 

1.065 

.0180 

1.227 

.893 

2 

2.829 

2.309 

1* 

1 8 

6 

1.160 

.0210 

1.485 

1.057 

2^ 

3.094 

2.526 

ll 

A 8 

1^ 

11 

i 2 

6 

1.284 

.0210 

1.767 

1.295 

2| 

3.359 

2.742 

H 

1 3 

1 TiT 

ia 

1 8 

51 

1.389 

.0227 

2.074 

1.515 

9 9 
^16 

2f 

3.624 

2.959 

if 

1 _ 9 _ 

11 

1 4 

5 

1.490 

.0250 

2.405 

1.744 

3.889 

3.175 

If 

If 

11 

5 

1.615 

.0250 

2.761 

2.048 

015 

^16 

3* 

4.154 

3.392 

i! 

115. 

2 

41 

1.712 

.0280 

3.142 

2.302 

4.420 

3.608 

2 

19 

21 

41 

1.962 

.0280 

3.976 

3.023 

3* 

4.950 

4.042 

2f 

2* 

2f 

If 

2f 

4 

4 

2.175 

2.425 

.0310 

.0310 

4.909 

5.940 

3.715 

4.619 

8* 

41 

5.480 

6.011 

4.475 

4.908 

115 

1 16 

21 

3 

31 

2.629 

.0357 

7.069 

5.428 

4f 

6.541 

5.341 

3 

2^ 

2£ 

31 

31 

2.879 

.0357 

8.296 

6.510 

5 

7.071 

5.774 

3£ 


31 

3.100 

.0384 

9.621 

7.548 

5f 

7.602 

6.207 

3f 


31 

3 

3.317 

.0410 

11.045 

8.641 

5f 

8.132 

6.640 

3f 

2f 

4 

3 

3.567 

.0410 

12.566 

9.993 

61 

61 

8.662 

7.073 

4 

3 A 

41 

41 

21 

3.798 

.0435 

14.186 

11.329 

9.193 

7.506 

4f 

3f 

21 

4.028 

.0460 

15.904 

12.743 

61 

9.723 

7.939 


9 7 
°16 

31 

41 

2f 

4.255 

.0480 

17.721 

14.220 

71 

10.253 

8.372 

4f 

5 

21 

4.480 

.0500 

19.635 

15.763 

7f 

10.784 

8.805 

5 

913 

°16 

4 

51 

21 

4.730 

.0500 

21.648 

17.572 

8' 

11.314 

9.238 

5£ 

51 

2f 

4.953 

.0526 

23.758 

19.267 

8f 

11.844 

9.671 

6 * 

5f 

4 _ 3 _ 

^16 

4f 

51 

2f 

5.203 

.0526 

25.967 

21.262 

8f 

12.375 

10.104 

6 

2 j 

5.423 

.0555 

28.274 

23.098 

91 

12.905 

10.537 

6 

4 _ 9 _ 

’16 












































CAMBRIA STEEL. 335 

RULES FOR PROPORTIONS OF BOLTS AND 

NUTS. 

Franklin Institute Standard. 



The dimensions of nuts and bolts are determined by the 
following rules, which apply to both square and hexagon. 

Short diameter of rough nut = X diameter of bolt + | in. 

Short diameter of finished nut = X diameter of bolt + 
re in. 

Thickness of rough nut = diameter of bolt. 

Thickness of finished nut = diameter of bolt — in. 

Short diameter of rough head = \\ X diameter of bolt + f in. 

Short diameter of finished head = 1§ X diameter of bolt + 

in* 

Thickness of rough head = \ of short diameter of head. 

Thickness of finished head = diameter of bolt — ^ in. 

In 1864, a committee of the Franklin Institute recommended 
the above system of screw threads and bolts which was devised 
by Mr. William Sellers, of Philadelphia. This system as far 
as it relates to screw threads is generally used in the United 
States, but the proportions of bolt heads and nuts are not 
adhered to because the sizes of bar required to make the nuts 
are special and extra work is necessary to make the bolt heads. 
Sizes of nuts and bolt heads in accordance with the Manufacturers' 
Standard are given on pages 341, 342 and 343. 





















336 


CAMBRIA STEEL. 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND HEXAGON NUTS. 

Franklin Institute Standard Sizes. 

Basis—1 cubic foot Iron = 480 pounds. 


Diameter of Bolts in Inches. 


Inches. 

l 

4 

5 

16 

3 

8 

7 

16 

i 

_2_ 

16 

f 

m 

4.9 

8.2 

12.2 

17.5 

24.0 

31.8 

41.1 

m 

5.3 

8.7 

13.0 

18.5 

25.3 

33.5 

43.2 

2 

5.6 

9.2 

13.8 

19.6 

26.7 

35.2 

45.3 

234 

6.0 

9.8 

14.5 

20.6 

28.1 

37.0 

47.5 

23^ 

6.3 

10.3 

15.3 

21.6 

29.4 

38.7 

49.6 

2 K 

6.6 

10.8 

16.1 

22.7 

30.8 

40.4 

51.7 

3 

7.0 

11.4 

16.8 

23.7 

32.1 

42.1 

53.9 

334 

7.3 

11.9 

17.6 

24.8 

33.5 

43.9 

56.0 

3'A 

7.7 

12.4 

18.4 

25.8 

34.9 

45.6 

58.1 

334 

8.0 

13.0 

19.1 

26.9 

36.2 

47.3 

60.3 

4 

8.3 

13.5 

19.9 

27.9 

37.6 

49.0 

62.4 

4H 

9.0 

14.6 

21.4 

30.0 

40.3 

52.5 

66.6 

5 

9.7 

15.6 

23.0 

32.1 

43.0 

55.9 

70.9 

53 ^ 

10.4 

16.7 

24.5 

34.2 

45.8 

59.4 

75.2 

6 

11.1 

17.8 

26.0 

36.2 

48.5 

62.8 

79.4 

634 

11.7 

18.8 

27.6 

38.3 

51.2 

66.3 

83.7 

7 

12.4 

19.9 

29.1 

40.4 

53.9 

69.7 

87.9 

734 

13.1 

21.0 

30.6 

42.5 

56.7 

73.2 

92.2 

8 

13.8 

22.0 

32.2 

44.6 

59.4 

76.6 

96.5 

834 

14.5 

23.1 

33.7 

46.7 

62.1 

80.1 

100.7 

9 

15.1 

24.2 

35.3 

48.8 

64.8 

83.5 

105.0 

934 

15.8 

25.2 

36.8 

50.8 

67.6 

87.0 

109.2 

10 

16.5 

26.3 

38.3 

52.9 

70.3 

90.4 

113.5 

1034 

17.2 

27.4 

39.9 

55.0 

73.0 

93.9 

117.8 

li 

17.9 

28.4 

41.4 

57.1 

75.7 

97.3 

122.0 

H34 

18.5 

29.5 

42.9 

59.2 

78.5 

100.8 

126.3 

12 


305 

44.5 

61.3 

81.2 

104.2 

130.5 

1234 


31.6 

46.0 

63.3 

83.9 

107.7 

134.8 

13 


32.7 

47.5 

65.4 

86.6 

111.1 

139.1 

1334 


33.7 

49.1 

67.5 

89.4 

114.6 

143.3 

14 



50.6 

69.6 

92.1 

118 0 

147 6 

1434 



52.1 

71.7 

94.8 

121 5 

151 8 

15 



53.7 

73.8 

97.5 

124 9 

156 i 

1534 



55.2 

75.9 

100.3 

128 4 

160 4 

16 




77.9 

103.0 

131.8 

164 6 

1634 




80.0 

105.7 

135 3 

168 9 

17 




82.1 

108.4 

138 7 

173 1 

1734 




84.2 

111.2 

142 2 

177 4 

18 





113.9 

145 6 

181 7 

1834 





116.6 

149 1 

185 9 

19 





119.3 

152 5 

190 2 

1934 





122.1 

156 0 

194 4 

20 





124.8 

159.4 

198J 

One inch in length of 100 Bolts. 

1.36 

2.13 

3.07 

4.18 

5.45 

6.90 

8.52 

To obtain Weights with Square 1 






_ 


Nuts per 100 : Add.f 

.23 

.41 

.66 

.99 

1.42 

1.96 

2.62 

Weight of one Hexagon Nut. 

.0116 

.020 

.031 

.046 

.065 

.088 

.117 

W eight of one Hexagon Head. 

.0150 

.025 

.039 

.057 

.081 

.109 

.144 

Weight of one Square Nut. 

.0139 

.024 

.038 

.056 

.079 

.108 

.143 

Weight of one Square Head. 

.0173 

.029 

.045 

.066 

.093 

.126 1 

.167 


All weights are approximate. 
















































































CAMBRIA STEEL. 


337 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND HEXAGON NUTS. 

Franklin Institute Standard Sizes. 

Basis—1 cubic foot Iron = 480 pounds. 


Diameter of Bolt in Inches. 


Inches. 

I 

7 

8 

1 

i£ 

U 

If 

n 


64.5 

95.2 

134 

182 

240 

309 

390 

m 

67.6 

99.4 

140 

189 

248 

319 

402 

2 

70.6 

103.5 

145 

196 

257 

329 

414 

2H 

73.7 

107.7 

150 

203 

265 

340 

426 

2'A 

76.8 

111.9 

156 

210 

274 

350 

439 

2H 

79.8 

116.1 

161 

216 

282 

360 

451 

3 

82.9 

120.2 

167 

223 

291 

371 

463 

3H 

86.0 

124.4 

172 

230 

300 

381 

475 

3V 2 

89.1 

128.6 

178 

237 

308 

391 

488 

3H 

92.1 

132.8 

183 

244 

317 

402 

500 

4 

95.2 

136.9 

189 

251 

325 

412 

512 

4 M 

101.3 

145.3 

199 

265 

342 

432 

537 

5 

107.4 

153.6 

210 

279 

359 

453 

561 

5 'A 

113.6 

162.0 

221 

292 

376 

474 

586 

6 

119.7 

170.3 

232 

306 

393 

494 

610 

6^ 

125.9 

178.7 

243 

320 

410 

515 

635 

7 

132.0 

187.0 

254 

334 

427 

536 

659 

7H 

138.1 

195.4 

265 

348 

444 

556 

684 

8 

144.3 

203.7 

276 

361 

461 

577 

709 

m 

150.4 

212.1 

287 

375 

478 

597 

733 

9 

156.5 

220.4 

298 

389 

495 

618 

758 

9 H 

162.7 

228.8 

308 

402 

513 

639 

782 

10 

168.8 

237.1 

319 

417 

530 

659 

807 

10 H 

174.9 

245.5 

330 

430 

547 

680 

831 

11 

181.1 

253.8 

341 

444 

564 

701 

856 

11 X 

187.2 

262.2 

352 

458 

581 

721 

880 

12 

193.3 

270.5 

363 

472 

598 

742 

905 

12 Vi 

199.5 

278.9 

374 

486 

615 

762 

929 

13 

205.6 

287.2 

385 

499 

632 

783 

954 

13 K 

211.7 

295.6 

396 

513 

649 

804 

978 

14 

217.9 

303.9 

407 

527 

666 

824 

1003 

1434 

224.0 

312.3 

417 

541 

683 

845 

1027 

15 

230.1 

320.6 

428 

555 

700 

866 

1052 

1534 

236.3 

329.0 

439 

568 

717 

886 

1077 

16 

242.4 

337.3 

450 

582 

734 

907 

1101 

163^ 

248.5 

345.7 

461 

596 

751 

927 

1126 

17 

254.7 

354.0 

472 

610 

768 

948 

1150 

1734 

260.8 

362.4 

483 

624 

785 

969 

1175 

18 

266.9 

370.7 

494 

637 

802 

989 

1199 

1834 

273.1 

379.1 

505 

651 

819 

1010 

1224 

19 

279.2 

387.4 

516 

665 

836 

1031 

1248 

1934 

285.3 

395.8 

526 

679 

853 

1051 

1273 

20 

291.5 

404.1 

537 

693 

870 

1072 

1297 

One inch in length of 100 Bolts. . 

12.27 

16.70 

21.82 

27.61 

34.09 

41.25 

49.09 

To obtain Weights with Square) 
Nuts per 100 : Add. / 

4.35 

6.72 

9.81 

13.73 

18.57 

24.42 

31.42 

Weight of one Hexagon Nut. 

.190 

.289 

.417 

.579 

.777 

1.016 

1.299 

Weight of one Hexagon Head. 

.235 

.357 

.516 

.616 

.962 

1.259 

1.611 

Weight of one Square Nut........ 

.234 

.356 

.515 

.716 

.963 

1.260 

1.614 

Weight of one Square Head. 

.271 

.412 

.596 

.827 

1.111 

1.453 

1.860 


All weights are approximate. 



















































338 


CAMBRIA STEEL. 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND NUTS. 

WROUGHT IRON. 

Manufacturers’ Standard Sizes. 

Basis—Hoopes & Townsend’s List. 


Length under Head 


Diameter of Bolt in Inches. 


to Point. 


Inches. 

i 

A 

t 

7 

16 

i 

A 

t 

i 

m 

3.4 

6.0 

9.2 

13.6 

19.1 

26.0 

33.8 

55.3 

2 

4.1 

7.1 

10.8 

15.7 

21.8 

29.5 

38.1 

61.5 

2 M 

4.8 

8.2 

12.3 

17.8 

24.6 

33.0 

42.4 

67.7 

3 

5.5 

9.2 

13.8 

19.9 

27.4 

36.5 

46.7 

73.9 

3 A 

6.2 

10.3 

15.3 

21.8 

29.8 

40.0 

51.0 

80.1 

4 

6.9 

11.4 

16.9 

24.0 

32.6 

43.5 

55.4 

86.3 

4^ 

7.5 

12.4 

18.4 

26.1 

35.4 

46.7 

59.3 

92.1 

5 

8.2 

13.5 

19.9 

28.2 

38.1 

50.2 

63.6 

98.3 

5'A 

8.9 

14.6 

21.5 

30.3 

40.9 

53.7 

67.9 

104.5 

6 

9.6 

15.6 

23.0 

32.4 

43.7 

57.2 

72.3 

110.7 

6 K 

10.3 

16.7 

24.6 

34.5 

46.4 

60.7 

76.6 

116.9 

7 

11.0 

17.8 

26.1 

36.6 

49.2 

64.2 

80.9 

123.1 

7 X 

11.7 

18.9 

27.7 

38.8 

51.9 

67.6 

85.2 

129.4 

8 

12.4 

20.0 

29.2 

40.9 

54.7 

71.1 

89.5 

135.6 

9 

13.7 

22.1 

32.4 

44.9 

60.0 

77.8 

97.8 

147.5 

10 

15.1 

24.3 

35.5 

49.1 

65.5 

84.8 

106.4 

160.0 

11 

16.5 

26.4 

38.6 

53.4 

71.0 

91.8 

115.1 

172.4 

12 

17.9 

28.6 

41.7 

57.6 

76.5 

98.8 

123.7 

184.8 

13 

19.3 

30.7 

44.8 

61.8 

82.0 

105.5 

132.0 

197.2 

14 

20.6 

32.9 

47.9 

66.0 

87.6 

112.5 

140.6 

209.7 

15 

22.0 

35.1 

51.0 

70.3 

93.1 

119.5 

149.2 

222.1 

16 

23.4 

37.2 

54.1 

74.5 

98.6 

126.4 

157.9 

234.5 

17 

24.8 

39.4 

57.2 

78.7 

104.1 

133.4 

166.5 

246.9 

18 

26.2 

41.5 

60.3 

82.9 

109.7 

140.4 

175.1 

259.4 

19 

27.5 

43.7 

63.4 

87.2 

115.2 

147.4 

183.7 

271.8 

20 

28.9 

45.8 

66.5 

91.4 

120.7 

154.4 

192.4 

284.2 

21 

30.3 

48.0 

69.6 

95.6 

126.2 

161.4 

201.0 

296.6 

22 

31.7 

50.2 

72.7 

99.9 

131.7 

168.4 

209.6 

309.1 

23 

33.1 

52.3 

75.8 

104.1 

137.3 

175.4 

218.3 

321.5 

24 

34.4 

54.5 

78.9 

1C8.3 

142.8 

182.4 

226.9 

333.9 

25 

35.8 

56.6 

82.1 

112.5 

148.3 

189.3 

235.5 

346.3 






















CAMBRIA STEEL. 


339 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND NUTS. 

WROUGHT IRON. 

Manufacturers’ Standard Sizes. 

Basis—Hoopes & Townsend’s List. 


Length under Head 


Diameter of Bolt in Inches. 


to i umt. 

Inches. 


1 

n 

li 

If 

H 

If 

2 

Wt. 

83.4 








2 

91.8 

129.0 

184.5 






214 

99.7 

140.1 

198.4 

264.8 





3 

108.1 

151.1 

212.4 

282.0 

350 

470 



3 \4 

116.6 

162.2 

226.4 

299.3 

370 

495 



4 

125.0 

173.2 

240.4 

316.6 

390 

520 

720 


4 H 

132.9 

182.7 

253.3 

332.6 

410 

525 

753 


5 

141.3 

193.7 

267.3 

349.9 

430 

570 

786 

1180 

5'A 

149.8 

204.8 

281.2 

367.1 

450 

595 

820 

1225 

6 

158.2 

215.8 

295.2 

384.4 

470 

620 

854 

1270 

6'A 

166.7 

226.9 

309.2 

401.6 

490 

645 

888 

1315 

7 

175.1 

237.9 

323.2 

418.9 

510 

670 

922 

1316 

VA 

183.6 

248.9 

337.2 

436.2 

530 

695 

956 

1405 

8 

192.0 

260.0 

351.1 

453.4 

550 

725 

990 

1450 

9 

208.3 

281.3 

377.0 

486.7 

590 

775 

1058 

1540 

10 

225.2 

303.3 

404.9 

521.2 

630 

825 

1126 

1630 

11 

242.2 

325.5 

432.9 

555.8 

670 

875 

1194 

1720 

12 

259.1 

347.6 

460.8 

590.3 

710 

925 

1262 

1810 

13 

276.0 

369.6 

488.8 

624.8 

751 

975 

1330 

1900 

14 

292.9 

391.7 

516.7 

659.3 

793 

1025 

1398 

1990 

15 

309.8 

413.8 

544.7 

693.8 

835 

1075 

1468 

2080 

16 

326.7 

'435.9 

572.7 

728.3 

877 

1125 

1536 

2170 

' 17 

343.6 

458.0 

600.6 

762.8 

919 

1175 

1604 

2260 

18 

360.5 

480.1 

628.6 

797.4 

961 

1225 

1672 

2350 

19 

377.5 

502.2 

656.5 

831.9 

1003 

1275 

1740 

2440 

20 

394.4 

524.3 

684.5 

866.4 

1045 

1325 

1808 

2530 

21 

411.3 

546.4 

712.4 

900.9 

1087 

1375 

1876 

2620 

22 

428.2 

568.4 

740.4 

935.4 

1129 

1425 

1944 

2710 

23 

445.1 

590.5 

768.3 

969.9 

1171 

1475 

2012 

2800 

24 

462.0 

612.6 

796.3 

1004.5 

1213 

1525 

2080 

2890 

25 

478.9 

634.7 

824.3 

1039.0 

1255 

1575 

2148 

2980 


Bolts from 1 H inch to 2 inches, inclusive, are fitted with nuts made to U. S. 
Standard. 










































340 


CAMBRIA STEEL. 


WEIGHTS OF 100 ROUND-HEADED RIVETS OR 
ROUND-HEADED BOLTS WITHOUT NUTS. 

WROUGHT IRON. 

Basis — 1 cubic foot Iron = 480 pounds. 


Diameter of Rivet in Inches. 


Length under Head to Point. 


Inches. 

§ 

\ 

f 

I 

1 

1 

1 * 

1 

4.7 

9.3 

16.0 

25.2 

37.2 

52.6 

71.3 


5.5 

10.7 

18.1 

28.3 

41.3 

58.0 

78.2 

m 

6.2 

12.1 

20.2 

31.3 

45.5 

63.5 

85.1 

m 

7.0 

13.4 

22.4 

34.4 

49.7 

68.9 

92.0 

2 

7.8 

14.8 

24.5 

37.5 

53.9 

74.4 

98.9 

2 X 

8.5 

16.2 

26.6 

40.5 

58.0 

79.8 

105.8 

2 H 

9.3 

17.5 

28.8 

43.6 

62.2 

85.3 

112.7 

2 M 

10.1 

18.9 

30.9 

46.7 

66.4 

90.7 

119.6 

3 

10.8 

20.3 

33.0 

49.8 

70.6 

96.2 

126.5 

3 X 

11.6 

21.6 

35.1 

52.8 

74.7 

101.6 

133.4 

3 'A 

12.4 

23.0 

37.3 

55.9 

78.9 

107.1 

140.3 

3M 

13.1 

24.3 

39.4 

59.0 

83.1 

112.6 

147.2 

4 

13.9 

25.7 

41.5 

62.0 

87.3 

118.0 

154.1 

4K 

14.7 

27.1 

43.7 

65.1 

91.4 

123.5 

161.0 

4^ 

15.4 

28.4 

45.8 

68.2 

95.6 

128.9 

167.9 

4M 

16.2 

29.8 

47.9 

71.2 

99.8 

134.4 

174.8 

5 

17.0 

31.2 

50.1 

74.3 

104.0 

139.8 

181.7 

5H 

17.7 

32.5 

52.2 

77.4 

108.2 

145.3 

188.6 

5 M 

18.5 

33 9 

54.3 

80.4 

112.3 

150.7 

195.6 

SK 

19.3 

35.3 

56.4 

83.5 

116.5 

156.2 

202.5 

6 

20.0 

36.6 

58.6 

86.6 

120.7 

161.6 

209.4 

6 X 

20.8 

38.0 

60.7 

89.6 

124.8 

167.1 

216.3 

ey 2 

21.6 

39.3 

62.8 

92.7 

129.0 

172.5 

223.2 

6 M 

22.3 

40.7 

65.0 

95.8 

133.2 

178.0 

230.1 

7 

23.1 

42 1 

67.1 

98.8 

137.4 

183.5 

237.0 

7H 

23.9 

43.4 

69.2 

101.9 

141.6 

188.9 

243.9 

7V 2 

24.6 

44.8 

71.4 

105.0 

145.7 

194 4 

250.8 

7H 

25.4 

46.2 

73.5 

108.0 

149.9 

199.8 

257.7 

8 

26.2 

47.5 

75.6 

111.1 

154.1 

205.3 

264.6 

8 X A 

27.7 

50.2 

79.9 

117.2 

162.4 

216.2 

278.4 

9 

29.2 

53.0 

84.1 

123.4 

170.8 

227.1 

292.2 

93 4 

30.8 

55.7 

88.4 

129.5 

179.1 

238.0 

306.0 

10 

32.3 

58.4 

92.7 

135.6 

187.5 

248.8 

319.8 

10 J* 

33.8 

61.2 

96.9 

141.8 

195.8 

259.8 

333.6 

11 

35.4 

63.9 

101.2 

147.9 

204.2 

270.7 

347.4 

11 Yt 

36.9 

66.6 

105.4 

154.1 

212.5 

281.6 

361.2 

12 

38.4 

69.3 

109.7 

160.2 

220.9 

292.5 

375.0 

One inch in length of 100 Rivets 

3.07 

5.45 

8.52 

12.27 

16.70 

21.82 

27.61 

Weight of 100 Rivet Heads. 

1.78 

4.82 

9.95 

16.12 

24.29 

34.77 

47.67 


































CAMBKIA STEEL. 341 


WEIGHTS AND DIMENSIONS OF BOLT HEADS. 


MANUFACTURERS’ STANDARD SIZES. 
Basis—Hoopes & Townsend’s List. 


Diameter 

Square. 

Hexagon. 

of 

Bolt. 

Short 

Long 

Thickness. 

Weight 

Short 

Long 

Thickness. 

Weight 

Diameter. 

Diameter. 


per 100. 

Diameter. 

Diameter. 


per 100. 

Inches. 

Inches 

Inches. 

Inch. 

Pounds. 

Inches. 

Inches. 

Inches. 

Pounds. 

1 

4 

3 

8 

.530 

3 

16 

.7 

3 

8 

.433 

3 

16 

.6 

5 

16 

15 

32 

.664 

1 5 

6 ? 

1.4 

15 

32 

.541 

1 5 

6 * 

1.2 

3 

8 

9 

16 

.795 

9 

32 

2.5 

9 

16 

.670 

9 

32 

2.2 

16 

21 

32 

.928 

21 

6 ? 

4.0 

21 

32 

.758 

2 1 

6 ¥ 

3.4 

1 

2 

3 

4 

1.061 

3 

8 

5.9 

3 

4 

.866 

3 

8 

5.1 

9 

16 

27 

32 

1.193 

27 

6 i 

8.4 

27 

32 

.974 

27 

6 ¥ 

7.3 

5 

8 

15 

16 

1.326 

15 

32 

11.5 

15 

16 

1.083 

15 

32 

10.0 

3 

4 

11 

*8 

1.591 

9 

16 

19.9 

1 i 
x 8 

1.299 

9 

v 16 

17.3 

7 

8 

1_5_ 

x 16 

1.856 

21 

32 

31.1 

1 _ 5 _ 
x 16 

1.516 

21 

32 

27.4 

1 

11 

a 2 

2.122 

3 

4 

47.3 

11 

a 2 

1.733 

3 

4 

42.0 

u 

1 JJL 

1 16 

2.386 

27 

32 

67.3 

111 

1 16 

1.944 

27 

32 

58.3 

H ' 

H 

2.652 

15 

16 

92.3 

11 

x 8 

2.166 

15 

16 

80.0 

13 

■*8 

2jt 

2.917 


122.8 

2* 

2.383 

1 _ 1 _ 

1 32 

106.5 

if 

2f 

3.182 

H 

159.5 

2\ 

2.599 

I 1 

x 8 

138.2 

if 


3.447 

1 JL. 
A 32 

202.7 

2ts 

2.818 

1 JZ_ 
a 32 

175.7 

13 

1 4 

2$ 

3.712 

1 _5_ 

ll 6 

253.2 

2! 

3.032 

1 _ 5 _ 
■*•16 

219.5 

11 

a 8 

013 

"16 

3.977 

Iff 

311.5 

913 

"16 

3.349 

111 
■*•3 2 

269.8 

2 

3 

4.243 

If 

378.0 

3 

3.464 

11 

*■2 

327.6 












































342 CAMBRIA STEEL. 


WEIGHTS AND DIMENSIONS OF HEXAGON 

NUTS. 

MANUFACTURERS’ STANDARD SIZES. 


Basis—Hoopes & Townsend’s List. 


Diameter 




Diameter 

Plain. 

Cupped. 









Short 

Long 


of 

«r 



1 

of 

Diameter. 

Diameter. 

Thickness. 

Rough 

Weight 

Number 

Weight 

Number 

Bolt. 


• 


Hole. 

per 100. 

in 100 

per 100. 

in 100 







Pounds. 


Pounds. 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

Pounds. 


Pounds. 


i 

1 

2 

.578 

A 

4 

7 

32 

1.3 

7800 

1.2 

8500 


5 

8 

.722 

5 

16 

9 

32 

2.3 

4440 

2.1 

4790 

3 

8 

3 

4 

.866 

3 

8 

11 

32 

4.3 

2330 

4.0 

2510 

_I_ 

16 

7 

8 

1.011 

7 

16 

13 

32 

7.0 

1430 

6.3 

1580 

1 

2 

7 

8 

1.011 

1 

2 

7 

16 

7.5 

1330 

6.9 

1440 

1 

2 

1 

1.155 

1 

2 

7 

16 

9.9 

1010 

9.2 

1090 

1 

2 

1 

1.155 

9 

H> 

7 

16 

10.8 

930 

10.2 

980 

9 

16 

11 

a 8 

1.299 

9 

16 

1 

2 

13.7 

730 

12.5 

800 

5 

8 

if 

1.299 

5 

8 

9 

16 

15.9 

630 

15.2 

660 

5 

8 

H 

1.299 

3 

4 

9 

16 

17.9 

560 

17.0 

588 

5 

8 

H 

1.444 

5 

8 

9 

16 

19.5 

514 

18.5 

541 

5 

8 

n 

1.444 

3 

4 

9 

16 

23.0 

435 

21.7 

460 

3 

4 

H 

1.444 

3 

4 

21 

32 

22.2 

450 

20.6 

485 

3 

4 

12 

1 8 

1.588 

3 

4 

21 

32 

26.6 

376 

25.4 

394 

3 

4 

11 

a 8 

1.588 

7 

8 

21 

32 

30.3 

330 

28.8 

347 

3 

4 

11 

1 2 

1.733 

3 

4 

21 

32 

34.5 

290 

32.3 

310 

3 

4 

u 

1.733 

7 

8 

21 

32 

40.0 

250 

37.6 

266 

7 

8 

n 

1.733 

7 

8 

25 

32 

37.7 

265 

35.3 

283 

7 

8 

1 1 

12 

1.733 

1 

25 

3 2 

45.9 

218 

43.5 

230 

7 

8 

11 

a 8 

1.877 

7 

8 

25 

32 

45.3 

221 

42.6 

235 

7 

8 

15 

A 8 

1.877 

1 

25 

32 

50.8 

197 

47.6 

210 

1 

12 

A 4 

2.021 

1 

7 

8 

57.5 

174 

53.8 

186 

1 

U 

2.021 

I 1 

A 8 

7 

8 

63.7 

157 

59.5 

168 

H 

2 

2.309 

1! 

A 4 

15 

16 

100.0 

100 

90.9 

110 

H 

2i 

2.599 

12 

1 8 

1i 

A 16 

138.9 

72 

126.6 

79 

If 

2f 

2.888 

I 1 

A 2 

13 

1 16 

185.2 

54 

169.5 

59 

H 

H 

3.176 

H 

1* 

243.9 

41 

222.2 

45 

if 

3 

3.464 

If 

Ilk 

333.3 

30 

303.0 

33 

if 

3f 

3.754 

1 7 
a 8 

1 _JL_ 

1 16 

408.2 

24* 

370.4 

27 

if 

3f 

4.043 

2 

Uf 

493.8 

20f 

459.8 

21f 

2 

3f 

4.043 

2 

Iff 

487.8 

204 

454.5 

22 

2 

3f 

4.043 

2f 

Iff 

512.8 

194 

487.8 

204 








































CAMBRIA STEEL. 343 


WEIGHTS AND DIMENSIONS OF SQUARE 

NUTS. 

MANUFACTURERS’ STANDARD SIZES. 


Basis—Hoopes & Townsend’s List. 


Diameter 




Diameter 

Plain. 

Cupped. 

oi 

Short 

Diameter. 

Long 

Diameter. 

Thickness. 

of 

Rough 

Weight 

Number 

Weight 

Number 

Bolt. 




Hole. 

per 100. 

in 100 

per 100. 

in 100 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

1 

4 

1 

2 

.707 

i 

4 

7 

32 

1.5 

6750 

1.4 

7200 

5 

16 

5 

8 

.884 

5 

16 

9 

32 

2.8 

3540 

2.5 

4000 

3 

8 

3 

4 

1.061 

3 

8 

11 

32 

4.8 

2100 

4.2 

2380 

7 

16 

7 

8 

1.237 

7 

16 

13 

32 

7.5 

1330 

6.8 

1460 

1 

2 

7 

8 

1.237 

1 

2 

7 

16 

8.9 

1120 

8.1 

1230 

1 

2 

1 

1.414 

1 

2 

7 

16 

11.9 

840 

10.8 

930 

9 

16 

H 

1.591 

9 

16 

1 

2 

15.4 

650 

14.3 

700 

5 

8 

If 

1.591 

5 

8 

9 

16 

17.3 

575 

16.1 

620 

5 

8 

H 

1.768 

5 

8 

9 

16 

23.0 

435 

21.1 

475 

3 

4 

I 1 

1.768 

3 

4 

21 

32 

27.8 

360 

25.0 

400 

3 

4 

13 

A 8 

1.945 

3 

4 

21 

32 

31.7 

315 

29.0 

345 

3 

4 

1 i 

A 2 

2.122 

3 

4 

21 

32 

41.0 

244 

37.0 

270 

7 

8 

11 
* 2 

2.122 

7 

8 

25 

32 

46.5 

215 

41.7 

240 

7 

8 

15 

*8 

2.298 

7 

8 

25 

32 

55.6 

180 

48.8 

205 

7 

8 

If 

2.475 

7 

8 

25 

32 

61.3 

163 

54.6 

183 

1 

If 

2.475 

1 

7 

8 

70.9 

141 

64.1 

156 

1 

2 

2.828 

1 

7 

8 

95.2 

105 

87.0 

115 

1 i 

•*•8 

2 

2.828 

I 1 

A 8 

15 

16 

102.0 

98 

94.3 

106 

I 1 

A 8 

2f 

3.182 

If 

15 

16 

135.1 

74 

123.5 

81 

If 

2f 

3.182 

H 

life 

156.3 

64 

142.9 

70 

If 

2f 

2f 

3.536 

I 1 

a 4 

life 

192.3 

52 

175.4 

57 

I 1 

1 8 

3.889 

I 1 

A 8 

1_3_ 

1 J 6 

250.0 

40 

227.3 

44 

If 

3 

4.243 

H 

1 16 

307.7 

32f 

285.7 

35 

1 8 

3f 

4.597 

If 

1JL 

A 1.6 

454.5 

22 

400.0 

25 

If 

3f 

4.950 

12 

A 4 

1 JL 

A 16 

555.6 

18 

500.0 

20 

U 

3f 

5.303 

11 

A 8 

111 

1 1 6 

666.7 

15 

625.0 

16 

2 

4 

5.657 

2 

113 

1 16 

816.3 

12f 

784.3 

12f 















































































































































































































346 CAMBKIA STEEL. 


UPSET SCREW ENDS FOR SQUARE BARS. 



Side 

Area 

Diameter 

length 

Area 




Excess of 

of Square 

of 

of 

of 

at 

Number 

Weight 

Add 

Area at Root 

Bar. 

Body 

of 

Bar. 

Screw. 

Upset. 

Root 

of 

Thread. 

of 

Threads 

per 

per Foot 
of Bar. 

for 

Upset. 

of Thread 
Over that of 
Body of Bar. 

A 

B 

G 




Inch. 




Inch. 

Sq. Ins. 

Inches. 

Inches. 

Sq. Ins. 


Pounds. 

Inches. 

Per Cent. 

1 

2 

.250 

3 

4 

41 

.302 

10 

.850 

4 

21 

9 

T6 

.316 

7 

8 

41 

.420 

9 

1.076 

5 

33 

5 

8 

.391 

1 

41 

.550 

8 

1.328 

5f 

41 

IX 

16 

.473 

1 

41 

.550 

8 

1.607 

3f 

17 

3 

5 

.563 

11 

1 8 

4f 

.694 

7 

1.913 

41 

23 

H 

.660 

1i 

1 4 

4f 

.893 

7 

2.245 

5 

35 

7 

8 

.766 

12 

1 8 

5 

1.057 

6 

2.603 

5f 

38 

15 

16 

.879 

12 
t 8 

5 

1.057 

6 

2.989 

41 

20 

1 

1.000 

H 

5 

1.295 

6 

3.400 

4f 

29 

1JL 

1 16 

1.129 

if 

61 

1.515 

51 

3.838 

51 

34 

1i 

1 8 

1.266 

if 

61 

1.515 

51 

4.303 

41 

20 

1* 

1.410 

if 

51 

1.744 

5 

4.795 

4f 

24 

U 

1.563 

if 

5! 

2.048 

5 

5.312 

51 

31 

1 5 

1.723 

12 

1 8 

51 

2.048 

5 

5.851 

41 

41 

19 

12 

8 

1.891 

2 

51 

2.302 

41 

6.428 

22 

1 JL. 
A TS 

2.066 

2f 

5f 

2.650 

41 

7.026 

51 

28 

1i 

2.250 

2£ 

5f 

2.650 

41 

7.650 

41 

18 

1-5- 

X 16 

2.441 

21 

5f 

3.023 

41 

8.300 

41 

24 

11 
t 8 

2.641 

2f 

6 

3.419 

41 

8.978 

5 

30 

ltt 

2.848 

2» 

6 

3.419 

41 

9.682 

41 

20 

If 

3.063 

21 

6 

3.715 

4 

10.410 

41 

21 

m 

3.285 

21 

61 

4.155 

4 

11.170 

5 

26 

n 

3.516 

2f 

61 

4.155 

4 

11.950 

41 

18 

m 

3.754 

2f 

61 

4.619 

4 

12.760 

41 

23 


Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 350, and with 
Clevises shown on page 352. Lengths of Upset Ends for use with ordinary 
Right and Left Nuts, shown on page 351, may be one inch shorter than above. 































































CAMBRIA STEEL. 347 


UPSET SCREW ENDS FOR SQUARE BARS. 



Side 

of Square 
Bar. 

Area 

of 

Body 

of 

Bar. 

Diameter 

of 

Screw. 

Length 

Upset. 

Area 

at 

Root 

of 

Thread. 

Number 

of 

Threads 

per 

Inch. 

Weight 
per Foot 
of Bar. 

Add 

for 

Upset. 

Excess of 
Area at Root 
of Thread 
Over that of 
Body of Bar. 

A 

B 

G 

Inches. 

Sq. Ins. 

Inches. 

Inches. 

Sq. Ins. 


Pounds. 

Inches. 

Per Cent. 

2 

4.000 

21 

61 

5.108 

4 

13.60 

5 

28 

2 q 1 £ 

4.254 

21 

61 

5.108 

4 

14.46 

41 

20 

2 | 

4.516 

3 

61 

5.428 

31 

15.35 

41 

20 

q 3 
*16 

4.785 

31 

61 

5.957 

31 

16.27 

5 

24 

21 

5.063 

31 

61 

5.957 

31 

17.22 

41 

18 

2 ^ 

5.348 

31 

61 

6.510 

31 

18.19 

4f 

22 

21 

5.641 

3f 

7 

7.087 

31 

19.18 

51 

26 

2 t 6 

5.941 

3f 

7 

7.087 

31 

20.20 

41 

19 

2 ! 

6.250 

31 

7 

7.548 

31 

21.25 

41 

21 

2 ^ 

6.566 

3f 

71 

8.171 

31 

22.33 

51 

24 

2 f 

6.891 

3f 

71 

8.171 

31 

23.43 

41 

19 

2 H 

7.223 

31 

7i 

8.641 

3 

24.56 

4! 

20 

2 f 

7.563 

31 

71 

9.305 

3 

25.71 

51 

23 

013 

7.910 

31 

71 

9.305 

3 

26.90 

41 

18 

21 

8.266 

4 

71 

9.993 

3 

28.10 

4f 

21 

q 1 5 
*16 

8.629 

41 

71 

10.706 

3 

29.34 

5 

24 

3 

9.000 

41 

71 

10.706 

3 

30.60 

41 

19 

31 

9.766 

4f 

8 

12.087 

21 

33.20 

51 

24 

31 

10.563 

41 

8 

12.743 

2 ! 

35.92 

5 

21 

31 

11.391 

45 

81 

13.544 

2 ! 

38.73 

5 

19 

31 

12.250 

41 

81 

15.068 

2 ! 

41.65 

51 

23 

3f 

13.141 

5 

81 

15.763 

21 

44.68 

51 

20 

3f 

14.063 

51 

81 

16.658 

21 

47.82 

5 

18 

31 

15.016 

51 

81 

17.572 

21 

51.05 

4! 

17 

4 

16.000 

51 

9 

19.267 

2 f 

54.40 

51 

20 


Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 350 and with 
Clevises shown on page 352. Lengths of Upset Ends for use with ordinary 
Right and Left Nuts, shown on page 351, may be one inch shorter than above. 

































































348 CAMBRIA STEEL. 


UPSET SCREW ENDS FOR FLAT BARS. 


T“ 

i 



xlf 



~T 

\ i 

i / 

E 

• ($) 

Adl§» 

) E 

I 1 

i ' 

\t/ 


— ^ ^ 

1 

i__ 


- 



^ - 

_JL 

Width 

Thickness 

Diameter 

Area 

Area 

length 

Add 

of Bar. 

of Bar. 

of Upset. 

of 

at Root of 

of Upset. 

for 

A 

T 

[ B 

Bar. 

Thread. 

Q 

Upset. 

Inches. 

Inch. 

Inches. 

Sq. Inches. 

Sq. Inches. 

Inches.. 

Inches. 

2 

1 

2 

2.00 

2.30 

51 

6 

3 

1 

2 f 

2.63 

3.023 

61 

111 

3 

1 

21 

3.00 

3.719 

61 

111 

3 

H 

2 f 

3.38 

4.159 

7 

HI 

3 

1 J 

2 f 

3.75 

4.62 

7 ’ 

11 

3 

if 

2 f 

4.13 

4.92 

7 

10 

3 

if 

3 

4.50 

5.43 

7 

10 

4 

f 

21 

3.00 

3.719 

61 

12 ! 

4 

7 

I 

2 f 

3.50 

4.159 

7 

12 

4 

1 

2 f 

4.00 

4.62 

7 

11 

4 

H 

3 

4.50 

5.43 

7 

11 

4 

U 

31 

5.00 

6.51 

71 

11 

4 

if 

31 

5.50 

6.51 

71 

11 

4 

H 

31 

6.00 

7.54 

71 

10 

4 

if 

31 

6.50 

7.54 

71 

10 

4 

if 

3! 

7.00 

8.64 

71 

91 

5 

! 

2 f 

3.75 

4.62 

7 

11 

5 

1 

3 

4.38 

5.43 

7 

11 

5 

1 

31 

5.00 

6.51 

71 

101 

5 

H 

31 

5.63 

6.51 

71 

101 

6 

U 

31 

6.25 

7.55 

71 

91 

5 

if 

3f 

6.88 

8.64 

71 

91 

5 

H 

31 

7.50 

8.64 

71 

9f 

5 

If 

, , 

8.13 

9.99 



6 

If 

• • 

8.75 

9.99 



6 

H 

31 

6.75 

8.64 

71 

10 

6 

U 

3f 

7.50 

8.64 

71 

9 

6 

if 

, ' 

8.25 

9.99 



6 

H 

•. 

9.00 

9.99 

# , 

# # 


For dimensions of heads corresponding to different-sized pins, see table of 
Eye Bars on page 349. 

Shortest length of bar permissible on account of method of manufacture is 
6' 0" center to end. 

The above length is used only for bars having heads 12^" diameter or less. 
When possible lengths of T 0" are preferred. 

















































































350 


CAMBRIA STEEL. 


TURNBUCKLES. 

PRESSED WROUGHT IRON. 




The Cleveland City Forge and Iron Co. 


Di 

Diameter 
of Screw. 

B 

mensions o 

Diameter 
of Bar. 

f Bar. 

Side of 
Square Bar. 

L 

T 

A 

E 

F 

H 

G 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

X 







7X 

A 

6 

A 

A 

1A 

X 

A 







7A 


6 

6 /s 

X 

IX 

X 

X 







7X 

X 

6 

6 /s 

X 

IX 

X 

A 







7 H 

27 

32 

6 

H 

A 

1A 

X 

X 







7X 

A 

6 


A 

1A 

X 

X 

X 

and 

A 

X 



SX 

IX 

6 

1A 

U 

2 

X 

k 

X 



A 



SX 

1A 

6 

IX 

X 

2X 

1 

l 


U 

X 

5 /« 

and 

11 

16 

9 

IX 

6 

1A 

A 

2A 

IX 

IX 

to 



X 



9X 

h* 

6 

1A 

X 

2A 

IX 

IX 

Vs 

U 

« 

■H 



9% 

IX 

6 

1A 

X 

2X 

IX 

IX 

1 

u 

1A 

X 

U 

15. 

16 

10X 

2A 

6 

Hi 

X 

3A 

IX 

IX 

IX 

u 

1A 

l 



10X 

2X 

6 

IX 

X 

3A 

IX 

IX 

IX 



1A 

u 

ix 

10X 

2A 

6 

2 

X 

AX 

IX 

IX 

1A 

u 

IX 

1A 



ux 

2X 

6 

2X 

X 

AX 

2 

m 

1A 



IX 

u 

1A 

nx 

2U 

6 

2A 

H 

AX 

2X 

2 

IX 

u 

1A 

IX 



12 

3 

6 

2X 

H 

4X 

2X 

2X 

IX 

u 

l H 

1A 

u 

IX 

12X 

3A 

6 

2X 

U 

4X 

2X 

2X 

IX 


m 

1A 



12X 

AX 

6 

2H 


4X 

2X 

2X 

m 



l b /s 

u 

Hi 

1AX 

3A 

6 

2X 

tl 

4X 

2X 

2X 

1H 


2 

IX 



1AX 

AX 

6 

3A 

27 

5X 

A 

2X 

2A 

u 

2X 

m 

u 

IX 

1AX 

3H 

6 

AX 


5A 

3 

2X 

2A 


2A 

Hi 



14X 

4X 

6 

AX 

a 

5X 

AX 

2X 

2X 


2 

u 

2A 

14X 

4A 

6 

3A 

1A 

6A 

AX 

3 

2X 


2X 

2X 



15 

4H 

6 

AX 

l A 

6X 

AX 

"AX 

2A 


2A 



15X 

4Xs 

6 

AX 

IX 

7 

4 

AX 

m 



2X 



16X 

5X 

6 

AX 


7X 

4X 

3X 

3 



2H 



17X 

5X 

6 

4X 


8X 

5 

4 

~iX 



2X 



18 

6 

6 

4X 

m 

9X 

5X 

4X 

AX 



3A 



21X 

6X 

9 

5 

IX 

10X 

6 

4X 

AX 



AX 



22X 

6X 

9 

5X 

IX 

iox 

ex 

4X 

AX 



AX 



2AX 

7X 

9 

5X 

2 

UX 

ex 

5 

4X 



3A 



24 

7X 

9 

5X 

2X 

12 

ex 


Standard Lengths, 6, 9, 12, 15, 18, 24, 36, 48 and 72 inches between heads (A) 
for all sizes. 

Lengths of Upset Ends shown on pages 344 to 347 inclusive are those best 
adapted for use with Turnbuckles of Standard Lengths, as above. 

Dimensions E, F, G and H depend upon the specifications of the Bars with 
which the Turnbuckles are to be used. 





















































CAMBRIA STEEL. 


351 


RIGHT AND LEFT NUTS. 

k-—G— 






B 







k i 


->i 



Length 

Diameter 

Side 


Length 

Length 

Diam- 

of 


of 



of 


of 

of 

eter of 

Upset. 

Bar. 


Square Bar. 

Nut. 

Thread. 

Hex. 

G 

A 

A 

L 

T 

W 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 








Ordinary 

Lengths. 



44 

s 

8 



9 

16 



6 

1 JL. 
■*■16 

14 

■*■ 8 

44 

flam 

if 

f and 

ff 

6 

1A 

14 

*8 

4f 

13. 

16 


3 

4 



64 

if 

2 

4f 

7 

8 

« 

15 

16 

13 

16 



64 

if 

2 

5 

1 

u 

1 J- 

1 16 

7 

8 

« 

11 

16 

7 

if 

2f 

5 

11 

*8 

a 

1-3- 

■*■16 

1 



7 

if 

2f 

5f 

I 1 


1t6 

u 

1 A 
x 8 

74 

2A 

2f 

5f 

1_5_ 

1 16 

a 

11 

1 8 

Ifk 



74 

2i 3 6 

2f 

54 

1 _1_ 

1 16 



11 
•*• 4 

u 

l* 

8 

2A 

3f 

54 

11 

A 2 

a 

1JL 
1 16 

If 



8 

2A 

3f 

5f 

15 

X 8 

« 

111 
1 16 

llT 

u 

14 

84 

24 

34 

5f 

14 

*■4 

« 

111 

1 16 

1 JL 

x 16 



84 

24 

34 

6 

If 



14 

•*■ 8 

u 

i ii 
1 16 

9 

2f 

3f 

6 

Iff 

u 

2 

11 

x 4 



9 

2f 

3f 

6f 

2i^ 

u 

2f 

111 

1 16 

u 

1 A 
t 8 

94 

015 

*16 

4f 

6f 

2j^- 



115 

1 16 



94 

2ff 

4f 

64 

64 

2f 

u 

2A 

2 

u 

9_L 

*16 

10 

9 3 
^16 

4f 

2f 


2f 



10 

3A 

4f 

6f 

2^ 

u 

2f 

2A 



104 

3 8 

5 

7 

013 

&16 



24 



11 

3f 

5f 

7f 

3 



2ff 



114 

013 

°i6 

5f 

74 

3f 



2f 



12 

4^ 

6f 







Extra 

Lengths. 

2f 



4f 

7 

8 

u 

15 

16 

13 

16 



12 

2 

4f 

4f 

1 3 
16 



3 

4 



84 

1 - 

2 

7 

8 

u 

15 

16 

13 

16 



84 

1 - 

*■ 8 

2 

5 

1 

u 

1 -L 

1 16 

7 

8 

(l 

15 

16 

9 

1 A 
a 8 

2f 

2f 

5 

H 

u 

1 _3_ 

■*■16 

1 



9 

If 

5f 

If 


liV 

u 

H 

94 

2^ 

2f 

2f 

5f 

Iff 

a 

I s 

ia 



94 

2A 

54 

Ilf 


I 1 

a 4 

u 

1A 

10 

?_5_ 

*16 

3f 

3f 

54 

14 

u 

1-3- 
1 16 

11 

1 8 



10 

9_5_ 

*16 


Diam¬ 
eter of 
Screw. 


Inches. 


I 

8 

1 

H 

H 

H 

14 

If 

H 

ii 

a 8 

2 

21 

2f 

2f 

21 

2f 

2f 

2f 

3 

3f 

34 

3f 

4 


H 
If 
If 
11 
1 8 
11 
a 2 

H 

If 

If 


Weight of 


One Nut. 


Pounds. 


If 

If 

3 

3 

4f 
4f 
6f 
6f 
9f 
9f 
124 
12f 
16f 
16f 
214 
214 
264 
264 
32 
38 f 
45 
534 


4 

4 

6f 

6f 

8f 

8f 

12f 

12f 


One Nut 
and Two 
Screw 
Ends. 


Pounds. 


4f 

4f 

74 

74 

Uf 

Ilf 

16f 

161 

23f 

23f 

314 

314 

411 

41f 

53f 

53f 

66 f 

66 f 

81 

971 

116 

138 


9f 

9f 

15f 

15f 

214 

214 

29f 

291 


For Details of Upset Ends, see pages 344 to 347 inclusive. 

Length of Upset Ends for use with Right and Left_Nuts may be made one 
inch shorter than the dimensions given in column “G” above. 


































































352 


CAMBRIA STEEL. 



DIMENSIONS OF RIVET HEADS AFTER DRIVING. 



COUNTERSUNK HEADS. 

?'t me T ter ° f Countersunk Head same as Button Head. Angle of Countersink 
T,„ t ' figuring Clearances for Rivet Heads allow for Heights as follows: 
/8 ior 24 rivets, % for rivets. All dimensions in inches. 
































































































































CAMBRIA STEEL. 353 


WEIGHTS, DIMENSIONS AND SAFE LOADS 

OF CHAINS. 


As given by Standard Manufacturers. 


Thickness of 

Link Bar. ® 

Common Coil. 

Crane. 

Stud Link. 

Length of Link. 

Width of Link. 

Approximate Weight 
per Foot. 

Safe Load in 

Thousand Lbs. 

Length of Link. 

Width of Link. 

Approximate Weight 
per Foot. 

Safe Load in 

Thousand Lbs. 

Length of Link. 

Width of Link. 

Approximate Weight 

per Foot. 

Safe Load in 

Thousand Lbs. 

* 

Ins. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

Lbs. 

» 

A 

1% 

1A 

.46 

.5 









Xi 

1 14 

Its 

.75 

.8 









5 

iVx 

1 a 

1.10 

L3 










2X4 

1 14 

1.55 

1.8 









A 

214 

1H 

2.00 

2.3 








• 

14 

214 

1 Vi 

2.60 

3.3 





3 

1 14 

2.3 

4.8 

9 

214 

234 

3.25 

4.0 





3 14 

2 

3.0 

5.9 

H 

3H 

2 k 

4.00 

4.8 

314 

2 14 

4.0 

6.9 

3'14 

234 

4.0 

6.3 

XX 









4 

234 

4.8 

8.5 

H 

3J4 

2H 

5.90 

6.8 

3 5 /s 

2]4 

6.3 

9.6 

434 

234 

5.7 

10.1 





* 





4 14 

3 

6.-7 

11.9 

Vs 


334 

8.0 

9.3 

4 14 

2J4 

8.0 

13.5 

5 

314 

7.3 

14.0 

XX 









514 

314 

8.5 

15.8 

1 6 

1 

5 

3 5 A 

10.0 

12.0 

4 34 

314 

10.0 

17.0 

534 

314 

9.8 

18.0 

i 34 

5 14 

4 

13.0 

14.5 

5K 

334 

13.0 

21.5 

634 

434 

12.5 

22.8 


6 H 

*Vs 

15.0 

19.5 

5 7 4 

44 

16.0 

27.0 

7 34 

434 

15.2 

28.1 

1% 





6& 

4 & 

19.0 

31.0 

734 

434 

18.8 

34.0 

114 





734 

5 

23.0 

36.0 

8 14 

5 54 

22.0 

40.5 






7 % 

534 

28.0 

41.5 

014 

534 

26.0 

47.5 

Wa. 





834 

5 14 

31.0 

44.8 

10 

614 

29.2 

55.1 

va 





OH 

614 

35.0 

51.3 

1034 

614 

34.2 

63.3 

2 





1014 

614 

40.0 

58.3 

1134 

714 

40.0 

72.0 

214 





10k 

734 

47.0 

65.8 

12 

7 14 

44.2 

81.3 

214 





1134 

in 

53.0 

73.7 

13 

834 

50.0 

91.1 

2Va 





12 

8 

58.5 

82.0 

1334 

834 

54.2 

101.5 

2 k 





12 % 

814 

65.0 

90.9 

14 

9 

60.0 

112.5 


Safe Loads based on one-half Proof Test, or one-fourth of the approximate 
breaking load of chain. 














































































CAMBRIA STEEL. 


BRIDGE PINS, NUTS AND PILOT NUTS. 



Nominal 
Diameter 
of Pin. 

Turned 
Diameter 
of Pin. 

Diameter 

of 

Thread. 

Short 
Diameter 
of Nut. 

Long 
Diameter 
of Nut. 

Diameter 
of Holes 
in Eye Bars. 

D 

F 

A 

G 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

l l A 

lllf 

IK 

2 

2ft 

D + fto 

lj M 

1H 

m 

2H 

2Vs 

+ fto 

2 

1« 

ik 

2M 

2Vs 

“ + TOO 

2K 

2A 

IK 

3 

3 K 

“ + TOO 

2 M 

2A 

2 

3 

zy?. 

4" TOO 

2 K 

2ft 

2 

3H 

4 ft 

4- 7§U 

3 

2ft 

2 

3 K 


.*r TOO 

3 K 

3ft 

2H 

4 

4ft 

“ 4* fto 

3H 

3ft 

2H 

4 

4ft 

4- TOO 

3 K 

3ft 

2H 

4M 

5ft 

“ 4- fto 

4 

3ft 

3 

4 K 

fx_a_ 

Oi 6 

4- rlo 

4 K 

4ft 

3H 

5 

5ft 

4- TSo 

4H 

4ft 

3H 

5 

5ft 

+ fto 

4 % 

4ft 

4 

5V 2 

6ft 

‘ + TOO * 

5 

4ft 

4 

5K 

6ft 

4- TOO 

5 K 

5ft 

4 

6 

6ft 

4- yio 

5 K 

5ft 

4 

6 

6ft 

“ 1 3 

5% 

5ft 

4 

6H 

7ft 

4* tIo 

6 

5ft 

4 

6 K 

7ft 

“ 4- iio 

6K 

6ft 

4 

7 

8 K 

“ + roo 


6ft 

4 

7 

8ft 

4- T§0 

6 U 

6ft 

4 

7H 

m 

“ + fto 

7 

m 

4 

7'A 

8ft 

“ + r h 


Allow xz" excess for each eye bar packed on the pin. 


COLD ROLLED STEEL COTTER PINS. 


Dimensions of Pin in Inches. 


Diameter of 

Pin. 

D 

1 

IK 

IK 

IK 

2 

2 K 

2ft 

2 K 

3 

3 K 

CO 

3 K 

4 

Diameter of 
Reduced Point. 

P 

K 

IK 

IK 

IK 

l K 

2 

2ft 

2ft 

2 K 

3 

3 K 

3 K 

3 K 

Lengths of 
Ends. 

A 

5 

16 

: ft 

K 

y 2 

y 

K 

K 

y 2 

K 

Vs 

Vs 

K 

ft 

Diameter of 
Cotter. 

C 

& 

5 

16 

s 

16 

s 

16 

K 

K 

K 

K 

K 

K 

K 

K 

K 

Diameter of 

Pin Hole. 


1ft 

1ft 

1_9_ 

a 16 

m 

2* 

2ft 

2 ft 

013 

"To 

3ft 

3ft 

3ft 

3ft 

4ft 














































































































































































































































































































































358 


CAMBRIA STEEL. 


STANDARD STEEL WIRE NAILS AND SPIKES. 

Sizes, Lengths and Approximate Number per Pound. 


Size. 

Length. 

Common. 

Common Brads. 

Flooring Brads. 

Finishing. 

Casing. 

Smooth or 

Barbed Box. 

Slating. 

Shingle. 

Barbed 

Car. 

Diameter. 

No. 

per 

Lb. 

Heavy. 

Light. 

Ins. 

W.4 
M. G. 

Inch. 

2d 

1 

15 

.072 

876 

876 


1351 

1010 

1010 

411 




3d 

IK 

14 

.080 

568 

568 


807 

635 

635 

225 

568 



4d 

IK 

12K 

.099 

316 

316 


584 

473 

473 

187 

274 

165 

274 

5d 

l K 

12K 

.099 

271 

271 


500 

406 

406 

142 

235 

118 

142 

6d 

2 

UK 

.113 

181 

181 

157 

309 

236 

236 

103 

204 

103 

124 

7d 

2K 

UK 

.113 

161 

161 

139 

238 

210 

210 


139 

76 

92 

8d 

m 

iok 

.131 

106 

106 

99 

189 

145 

145 


125 

69 

82 

9d 

Wx 

iok 

.131 

96 

96 

90 

172 

132 

132 


114 

54 

62 

lOd 

3 

9 

.148 

69 

69 

69 

121 

94 

94 


83 

50 

57 

12d 

3 K 

9 

.148 

63 

63 

54 

113 

87 

88 



42 

50 

16d 

3 K 

8 

.162 

49 

49 

43 

90 

71 

71 



35 

43 

20d 

4 

6 

.192 

31 

31 

31 

62 

52 

52 



26 

31 

30d 

4 K 

5 

.207 

24 

24 



46 

46 



24 

28 

40d 

5 

4 

.225 

18 

18 



35 

35 



18 

21 

50d 

5K 

3 

.244 

14 

14 







15 

17 

60d 

6 

2 

.263 

11 

11 

. 






13 

15 





t 

Size. 



Ins. 


H 

K 

Vs 

1 

2d Ex. Fine 

2d 

i 

3d Ex. Fine 

IK 

3d 

IK 

4d 

IK 

IK 

5d 

IK 

6d 

2 

7d 

2K 

8d 

2K 

9d 

2K 

lOd 

3 

12d 

3K 

16d 

3K 

20d 

4 

30d 

4K 

40d 

5 

50d 

5K 

60d 

6 


7 


8 


9 


10 


12 


•Xa'eoh 

ige. 

•4-* 

bp 

*3 

Fence. 

Clinch. 

Fine. 

Lining. 

Barbed 

Roofing. 

Barrel. 

Tobacco. 

Wire Spikes. 

Diameter. 

No. 

per 

Lb. 

W.& 
M. G. 

Inch. 








1615 










2077 

7ii 

1346 










1781 

469 

906 









1560 








710 

1351 

1558 

411 

775 









1015 

365 

700 








429 

778 


251 

568 










230 

400 





50 

82 


274 

473 


176 

357 

274 






142 

235 



151 


235 




38 

62 

124 

157 



103 


157 






92 

139 





139 




30 

50 

82 

99 





99 






62 

90 





90 




12 

25 

50 

69 





69 

6 

.192 

41 

11 

23 

40 

62 






6 

.192 

38 

10 

22 

30 

49 






5 

.207 

30 

9 

19 

23 

37 






4 

.225 

23 










3 

244 

17 










2 

263 

13 










1 

283 

10 










1 

283 

8 











_5 

7 











1 6 

ft 











/8 

za 

5 











/8 

4 











/8 

K 

3 
































































































































MISCELLANEOUS STEEL WIRE NAILS. 

Approximate Number per Pound. 


a 

V-. rf . 

& <x> a> 

^ SP 

CO 

a> 

<X> o 

Length in Inches. 


S *5 












2 ce 

•1.1 

to 

i 

t 

i 

‘I 

1 

1 

1 

n 

n 

1* 

000 

.362 










28 

23 

00 

.331 










33 

27 

0 

.307 










38 

32 

1 

.283 








57 

50 

45 

38 

2 

.263 








65 

58 

52 

44 

3 

.244 






100 

87 

76 

67 

60 

50 

4 

.225 






120 

104 

90 

80 

72 

60 

5 

.207 




211 

169 

141 

121 

106 

94 

85 

71 

6 

.192 




247 

197 

164 

141 

123 

111 

99 1 

82 

7 

.177 




299 

239 

200 

171 

149 

133 

120 1 

100 

8 

.162 




345 

275 

229 

197 

172 

153 

137 

115 

9 

.148 




414 

331 

276 

236 

207 

184 

165 

138 

10 

.135 



663 

496 

397 

333 

283 

248 

220 

198 

165 

11 

.120 



837 

628 

502 

418 

359 

314 

279 

251 

209 

12 

.105 



1096 

822 

658 

548 

469 

411 

365 

329 

274 

13 

.092 



1429 

1072 

857 

714 

613 

536 

476 

429 

357 

14 

.080 


2840 

1893 

1420 

1136 

947 

811 

710 

631 

568 

473 

15 

.072 


3504 

2336 

1752 

1402 

1168 

1001 

876 

778 

701 

584 

16 

.063 


4571 

3048 

2280 

1828 

1523 

1305 

1143 

1015 

913 

761 

17 

.054 


6233 

4156 

3116 

2495 

2077 

1781 

1558 

1385 

1246 

1038 

18 

.047 


8276 

5517 

4138 

3310 

2758 

2364 

2069 

1839 

1655 

1379 

19 

.041 


10668 

7112 

5334 

4267 

3556 

2933 

2667 

2370 

2133 

1778 " 

20 

.035 

20000 

15000 

10000 

7500 

6000 

5000 

4400 

3750 

3333 

3000 


21 

.032 

23702 

17777 

11850 

8888 

7111 

5926 

5079 

4444 




22 

.028 

30476 

22856 

15237 

11428 

9143 

7618 







a 

t-i GO 
<s> a> 
,_c3 

Length in Inches. 



















§ 

S.S 

1 £ 

J-4 

2 

2i 

2* 

2f 

3 

3J 

4 

4* 

5 

6 

7 

8 

9 

10 

000 

.362 

20 

17 

16 

14 

13 

12 

10 

9 

8 

7 

6 

5 

4 y 2 

4 


3J4 

00 

.331 

23 

20 

18 

16 

15 

14 

12 

10 

9 

8 

7 

6 

5 

4 34 

4 

0 

.307 

27 

24 

21 

19 

17 

16 

14 

12 

10 

9 

8 

7 

6 

r 


4H 

1 

.283 

32 

28 

25 

23 

21 

19 

16 

14 

13 

11 

10 

8 

7 

6 

5J4 

2 

.263 

37 

32 

29 

26 

24 

22 

19 

16 

14 

13 

11 

9 

8 

7 


6J4 

3 

.244 

43 

38 

34 

30 

28 

25 

22 

19 

17 

15 

13 

11 

10 

8 

7J4 

4 

.225 

51 

45 

40 

36 

33 

30 

26 

23 

20 

18 

15 

13 

11 

10 

9 

5 

.207 

60 

53 

47 

42 

39 

35 

30 

26 

24 

21 

18 

15 





6 

.192 

71 

62 

55 

50 

45 

41 

35 

31 

28 

25 

21 

18 





7 

.177 

85 

75 

67 

60 

54 

50 

43 

37 

33 

30 

25 






8 

.162 

98 

86 

76 

69 

62 

57 

49 

43 

39 

35 

29 






9 

.148 

118 

103 

92 

82 

75 

69 

59 

52 

46 

41 







10 

.135 

142 

124 

110 

99 

90 

83 

71 

62 

55 

50 






11 

.120 

179 

157 

139 

125 

114 

105 

90 

79 

70 


W. & M. 

1 1 


1 9 

12 

.105 

235 

204 

182 

164 

149 

137 

117 

103 



Gauge. 

X X 


X 

13 

.092 

306 

268 

238 

214 

195 

178 

153 










14 

.080 

406 

350 

315 

284 

258 

236 





000 

3 K 



3 

15 

.072 

500 

438 

389 

350 







00 

3% 

3M 

16 

.063 

653 

571 

508 









0 

4H 



4 

17 

.054 

890 

779 










1 

5 


4/4 

18 

.047 

1182 











2 

6 


5/4 


These approximate numbers are an average only, and the figures given may 
be varied either way, by changes in the dimensions of heads or points. Brads 
and no-head nails will have more to the pound than table shows, and large or 
thick-headed nails will have less. 
































































































360 CAMBRIA STEEL. 


CUT STEEL NAILS AND SPIKES. 

Sizes, Lengths, and Approximate Number per Pound. 


Sizes. 

Length. 

Inches. 

Common. 

Clinch. 

Finishing. 

Casing 

and Box. 

Fencing. 

Spikes. 

2 d 

1 

740 

400 

1100 




3d 

. IK 

460 

260 

880 




4d 

IK 

280 

180 

530 

420 



5d 

l K 

210 

125 

350 

300 

100 


6 d 

2 

160 

100 

300 

210 

80 


7d 

2 K 

120 

80 

210 

180 

60 


8 d 

2K 

88 

68 

168 

130 

52 


9d 

2 K 

73 

52 

130 

107 

38 


lOd 

3 

60 

48 

104 

88 

26 


12 d 

3 K 

46 

40 

96 

70 

20 


16d 

VA 

33 

34 

86 

52 

18 

17 

20 d 

4 

23 

24 

76 

38 

16 

14 

25d 

4 Va 

20 






30d 

4 X4 

16 A 



30 


11 

40d 

5 

12 



26 


9 

50d 

5X4 

10 



20 



60d 

6 

8 



16 


6 


§X4 






5X4 


7 






5 










Sizes. 

length. 

Inches, 

Barrel. 

Light 

Barrel. 

Slating. 

Sizes. 

Length. 

Inches. 

Flat Grip. 

Fine. 

Edge Grip. 

Fine. 


Vs 

750 




K 

1462 



K 

600 




14 

1300 



14 

500 



2 d 

1 

1100 

960 

2 d 

1 

450 


340 

3d 

1 Vs 

800 

750 


1 Vs 

310 

400 


4d 

IK 

650 

600 

3d 

l K 

280 

304 

280 






m 

210 



Tobacco. 

Brads. 

Shingle. 

4d 

\a 

190 

224 

220 





5d 

IK 



180 

130 



6 d 

2 




97 

120 


7d 

2 K 




85 

94 


8 d 

2A 





18 

74 

90 

9d 

2 K 




58 

62 

72 

lOd 

3 




48 

50 

60 

12 d 

3 K 






40 

16d 

3 H 





27 








































































CAMBRIA STEEL. 361 


SQUARE BOAT SPIKES. 

Approximate Number in a Keg of 200 Pounds. 



RAILROAD SPIKES. 


Size Measured 

Under Head. 

Inches. 

Average 

Humber per Keg 

of 200 Pounds. 

Quantity of Spi 
Single Track. 

4 Spikes per T 

Pounds. 

kes per Mile of 
Ties 2 feet o. too. 
ie. 

Kegs. 

Rail Used. 

Weight per Yard. 

Poun4s. 

5%X% 

300 

7040 

35* 

75 to 100 

5%X* 

375 

5870 

29% 

45 “ 75 

5 Xis 

400 

5170 

26 

40 “ 56 

5 x% 

450 

4660 

23 % 

35 “ 40 

4 %x% 

530 

3960 

20 

30 * 35 

4 xy 2 

600 

3520 

17% 

25 “ 35 

4 y 2 X is 

680 

3110 

15% 

20 “ 30 

4 X is 

720 

2910 

14% 

20 “ 30 

3 y 2 X is 

900 

2350 

11 

16 “ 25 

4 X% 

1000 

2090 

10% 

16 “ 25 

3%x% 

1190 

1780 

9 

16 “ 20 

a x% 

1240 

1710 

8% 

18 « 20 

2 %x% 

1342 

1575 

7% 

8 “ 16 
















































362 


CAMBRIA STEEL. 



DIMENSIONS, WEIGHTS 

AND PROPERTIES 



OF STANDARD PIPE. 



Diameter in Inches. 

Weight 

Moment 

nf 

Section 

Radius 

nf 




per Foot. 

01 

Inertia. 

Modulus. 

01 

Gyration. 

Nominal. 

External. 

Internal. 

Pounds. 

Inches. 4 

Inches.3 

Inches. 

BLACK OR GALVANIZED STANDARD WEIGHT PIPE. 

1 

8 

.405 

.269 

.244 

.001 

.005 

.12 

1 

4 

.540 

.364 

.424 

.003 

.012 

.16 

1 

8 

.675 

.493 

.567 

.007 

.022 

.21 

1 

2 

.840 

.622 

.850 

.017 

.041 

.26 

3 

4 

1.050 

.824 

1.130 

.037 

.071 

.33 

1 

1.315 

1.049 

1.678 

.09 

.13 

.42 

H 

1.660 

1.380 

2.272 

.19 

.23 

.54 

li 

1.900 

1.610 

2.717 

.31 

.36 

.62 

2 

2.375 

2.067 

3.652 

.67 

.56 

.79 

Ol 

"2 

2.875 

2.469 

5.793 

1.53 

1.06 

.95 

3 

3.500 

3.068 

7.575 

3.02 

1.72 

1.16 

3 * 

4.000 

3.584 

9.109 

4.79 

2.39 

1.34 

4 

4.500 

4.026 

10.790 

7.23 

3.21 

1.51 

41 

5.000 

4.506 

12.538 

10.4 

4.2 

1.68 

5 

5.563 

5.047 

14.617 

15.2 

5.5 

1.88 

6 

6.625 

6.065 

18.974 

28.1 

8.5 

2.25 

7 

7.625 

7.023 

23.544 

46.5 

12.2 

2.59 

8 

8.625 

8.071 

24.696 

63.4 

14.7 

3.31 

8 

8.625 

7.981 

28.554 

72.5 

16.8 

2.94 

9 

9.625 

8.941 

33.907 

107.6 

22.4 

3.28 

10 

10.750 

10.192 

31.201 

125.9 

23.4 

3.70 

10 

10.750 

10.020 

40.483 

160.9 

29.9 

3.67 

10 

10.750 

10.136 

34.240 

137.1 

25.5 

3.69 

11 

11.750 

11.000 

45.557 

217.0 

36.9 

4.02 

12 

12.750 

12.090 

43.773 

248.5 

40.0 

3.91 

12 

12.750 

12.000 

49.562 

285.4 

44.7 

4.38 

13 

14.00 

13.25 

54.568 

372.8 

53.3 

4.82 

14 

15.00 

14.25 

58.573 

461.0 

61.5 

5.23 

15 

16.00 

15.25 

62.579 

562.0 

70.3 

5.53 

STANDARD EXTRA STRONG PIPE. 

l 

8 

.405 

.215 

.314 

.001 

.006 

.11 

1 

4 

.540 

.302 

.535 

.004 

.014 

.15 

3 

8 

.675 

.423 

.738 

.009 

.026 

.20 

1 

2 

.840 

.546 

1.087 

.020 

.048 

.25 

3 

4 

1.050 

.742 

1.473 

.045 

.085 

.32 















































CAMBRIA STEEL. 


363 

DIMENSIONS, WEIGHTS AND PROPERTIES 

OF STANDARD PIPE (Continued). 

Dia 

meter in Inch 

es. 

Weight 
per Foot. 

Moment 

of 

Inertia. 

Section 

Modulus. 

Radius 

of 

Gyration. 

Nominal. 

External. 

Internal. 

Pounds. 

Inches. 4 

Inches. 3 

Inches. 


STANDARD EXTRA STRONG PIPE (Continued). 

1 

1.315 

.957 

2.171 

.11 

.16 

.41 

n 

1.660 

1.278 

2.996 

.24 

.29 

.52 

u 

1.900 

1.500 

3.631 

.39 

.46 

.61 

2 

2.375 

1.939 

5.022 

.87 

.73 

.77 

o —. 

"2 

2.875 

2.323 

7.661 

1.92 

1.34 

.92 

* 

3 

3.500 

2.900 

10.252 

3.89 

2.23 

1.14 

3 | 

4.000 

3.364 

12.505 

6.28 

3.14 

1.29 

4 

4.500 

3.826 

14.983 

9.6 

4.3 

1.48 

4 ± 

5.000 

4.290 

17.611 

14.1 

5.6 

1.65 

5 

5.563 

4.813 

20.778 

20.7 

7.4 

1.84 

6 

6.625 

5.761 

28.573 

40.5 

12.2 

2.19 

7 

7.625 

6.625 

38.048 

71.4 

18.7 

2.53 

8 

8.625 

7.625 

43.388 

105.7 

24.5 

2.88 

9 

9.625 

8.625 

48.728 

149.4 

31.0 

3.23 

10 

10.750 

9.75 

54.735 

212.0 

39.3 

3.63 

11 

11.750 

10.75 

60.075 

280.1 

47.7 

3.98 

12 

12.750 

11.75 

65.415 

360.7 

56.6 

4.33 


STANDARD DOUBLE EXTRA STRONG PIPE. 


1 

.840 

.252 

1.714 

.024 

.058 

.22 

3 

4 

1.050 

.434 

2.440 

.058 

.110 

.28 

1 

1.315 

.599 

3.659 

.14 

.21 

.36 

1£ 

1.660 

.896 

5.214 

.34 

.41 

.47 

1 | 

1.900 

1.100 

6.408 

.57 

.67 

.55 

2 

2.375 

1.503 

9.029 

1.31 

1.10 

.70 

oi 

2.875 

1.771 

13.695 

2.87 

2.00 

.84 

■ 3 

3.500 

2.300 

18.583 

6.0 

3.4 

1.05 

3 £ 

4.000 

2.728 

22.850 

9.8 

4.9 

1.21 

4 

4.500 

3.152 

27.541 

15.3 

6.8 

1.37 

4 § 

5.000 

3.580 

32.530 

22.6 

9.0 

1.54 

5 ' 

5.563 

4.063 

38.552 

33.7 

12.3 

1.72 

6 

6.625 

4.897 

53.160 

66.3 

20.0 

2.08 

7 

7.625 

5.875 

62.079 

107.5 

28.2 

2.41 

8 

8.625 

6.875 

72.424 

162.0 

37.6 

2.76 








































364 CAMBRIA STEEL. 


WROUGHT IRON WELDED STEAM, GAS AND WATER PIPE. 


DIAMETER. 

Thickness. 

Weight 
per Foot. 

CIRCUMFERENCE. 

Lineal Feet to 1 Sq. 
Ft. Surface. 

Nominal. 

Inside. 

Outside. 

Internal. 

External. 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Inches. 

Inches. 

Inside. 

Outside. 

Vs 

.269 

.405 

.068 

.244 

.85 

1.27 

14.13 

9.45 

V 

.364 

.540 

.088 

.424 

1.14 

1.70 

10.52 

7.06 

Vs 

.493 

.675 

.091 

.567 

1.55 

2.12 

7.74 

5.66 

l A 

.622 

.840 

.109 

.850 

1.95 

2.64 

6.15 

4.55 

V\ 

.824 

1.050 

.113 

1.130 

2.59 

3.30 

4.63 

3.64 

1 

1.049 

1.315 

.133 

1.678 

3.30 

4.13 

3.64 

2.91 

IK 

1.380 

1.660 

.140 

2.272 

4.34 

5.22 

2.77 

2.30 

ik 

1.610 

1.900 

.145 

2.717 

5.06 

5.97 

2.37 

2.01 

2 

2.067 

2.357 

.154 

3.652 

6.49 

7.46 

1.85 

1.61 

2 K 

2.469 

2.875 

.203 

5.793 

7.76 

9.03 

1.55 

1.33 

3 

3.068 

3.500 

.216 

7.575 

9.64 

11.00 

1.24 

1.09 

3 k 

3.548 

4.000 

.226 

9.109 

11.15 

12.57 

1.08 

.95 

4 

4.026 

4.500 

.237 

10.790 

12.65 

14.14 

.95 

.85 

4 k 

4.506 

5.000 

.247 

12.538 

14.16 

15.71 

.85 

.76 

5 

5.047 

5.563 

.258 

14.617 

15.86 

17.48 

.76 

.69 

6 

6.065 

6.625 

.280 

18.974 

19.05 

20.81 

.63 

.58 

7 

7.023 

7.625 

.301 

23.544 

22.06 

23.95 

.54 

.50 

8 

8.071 

8.625 

.277 

24.696 

25.36 

27.10 

.47 

.44 

8 

7.981 

8.625 

.322 

28.554 

25.07 

27.10 

• .48 

.44 

9 

8.941 

9.625 

.342 

33.907 

28.09 

30.24 

.43 

.40 

10 

10.192 

10.750 

.279 

31.201 

32.02 

33.77 

.37 

.36 

10 

10.136 

10.750 

.307 

34.240 

31.84 

33.77 

.38 

.36 

10 

10.020 

10.750 

.365 

40.483 

31.48 

33.77 

.38 

.36 

11 

11.000 

11.750 

.375 

45.557 

34.56 

36.91 

.35 

.33 

12 

12.090 

12.750 

.330 

43.773 

37.98 

40.06 

.32 

.30 

12 

12.000 

12.750 

.375 

49.562 

37.70 

40.06 

.32 

.30 

13 

13.250 

14.000 

.375 

54.568 

41.63 

43.98 

.29 

.27 

14 

14.250 

15.000 

.375 

58.573 

44.77 

47.12 

.27 

.25 

15 

15.250 

16.000 

.375 

62.579 

47.91 

50.27 

.25 

.24 


Nominal 

Diameter. 

AREA. 

Lineal Feet 
containing 

1 Cubic Foot. 

No. of 
Threads 
perlnch. 

Contents to 1 
Lineal Foot. 

COUPLINGS FOR PIPE. 

Internal. 

External. 

Outside Diam 

Length. 

Inches. 

Sq. Inches. 

Sq. Inches. 

Gallons. 

Inches. 

Inches. 

k 

.06 

.13 

2540.00 

27 

.003 

.59 

.81 

k 

.10 

.23 

1384.00 

18 

.005 

.72 

.94 

Vs 

.19 

.36 

754.40 

18 

.010 

.84 

1.06 

)4 

.30 

.55 

473.90 

14 

.016 

1.00 

1.31 

k 

.53 

.87 

270.00 

14 

.028 

1.33 

1.56 

i 

.87 

1.35 

166.60 

UK 

.045 

1.56 

1.81 

IK 

1.50 

2.16 

96.28 

UK 

.078 

1.95 

2.13 

IK 

2.04 

2.84 

70.73 

UK 

.106 

2.22 

2.38 

2 

3.35 

4.43 

42.91 

UK 

.174 

2.75 

2.63 

2K 

4.78 

6.49 

30.08 

8 

.249 

3.28 

2.88 

3 

7.38 

9.62 

19.48 

8 

.380 

3.94 

3.13 

3 K 

9.88 

12.57 

14.57 

8 

.514 

4.44 

3.63 

4 

12.72 

15.90 

11.31 

8 

.661 

5.00 

3.63 

4K 

15.93 

19.63 

9.03 

8 

.828 

5.50 

3.63 

5 

19.99 

24.30 

7.20 

8 

1.040 

6.22 

4.13 

6 

28.87 

34.47 

4.98 

8 

1.500 

7.31 

4.13 

7 

38.71 

45.66 

3.72 

8 

2.010 

8.31 

4.13 

8 

51.16 

58.43 

2.82 

8 

2.660 

9.31 

4.63 

8 

50.03 

58.43 

2.88 

8 

2.610 

9.31 

4.63 

9 

62.79 

72.76 

2.29 

8 

3.260 

10.38 

5.13 

10 

81.47 

90.76 

1.77 

8 

4.230 

11.66 

6.13 

10 

80.33 

90.76 

1.78 

8 

4.190 

11.66 

6.13 

10 

78.86 

90.76 

1.83 

8 

4.100 

11.66 

6.13 

11 

95.03 

108.43 

1.52 

8 

4.940 

12.66 

6.13 

12 

114.63 

127.68 

1.25 

8 

5.960 

13.88 

6.13 

12 

113.10 

127.68 

1.27 

8 

5.880 

13.88 

6.13 

13 

137.89 

153.94 

1.04 

8 

7.160 

15.06 

6.13 

14 

159.48 

176.71 

.90 

8 

8.280 

16.38 

6.13 

15 

182.65 

201.06 

.79 

8 

9.490 

17.38 

6.13 


























































CAMBRIA STEEL. 365 


MANUFACTURERS' STANDARD SPECIFICATIONS. 

• • 

Revised April 21, 1914. 


STRUCTURAL STEEL. 

Grades. 

1. These specifications cover three classes of structural steel, namely: 

Class A steel, to be used for railway bridges and ships. 

Class B steel, to be used for buildings, highway bridges, train sheds and 
similar structures. 

Class C steel, to be used for structural rivets. 

I. MANUFACTURE. 

Process. 

2. Steel for Classes A and C shall be made by the open-hearth process. 
Steel for Class B may be made either by the open-hearth or by the Bessemer 
process. 

% • • 

II. CHEMICAL PROPERTIES AND TESTS. 

Chemical Composition. 

3. The steel shall conform to the following requirements as to chemical 
composition: 


Elements Considered. 

Class A 
Steel. 

Class B 
Steel. 

’Class C 
Steel. 

Phosphorus, max., percent.: 

Basic open hearth. 

0.04 

0.06 

0.04 

Acid open hearth. 

0.06 

0.08 

0.04 

Bessemer. 

0.10 

Sulphur, max., per cent. 

0.05 

0.045 




Ladle Analyses. 

4. To determine whether the material conforms to the requirements 
specified in section 3, an analysis shall be made by the manufacturer from a 
test ingot taken during the pouring of each melt. A copy of this analysis 
shall be given to the purchaser or his representative, if requested. 

Check Analyses. 

5. A check analysis of Class A and Class C steel may be made by the pur¬ 
chaser from finished material representing each melt, in which case an excess 
of 25 per cent, above the requirements specified in section 3 shall be allowed. 





















366 CAMBRIA STEEL. 


HI. PHYSICAL PROPERTIES AND TESTS. 
Tension Tests. 


6. The steel shall conform to the following requirements as to tensile 
properties: 


Properties Considered. 

Class A 
Steel. 

Class B 
Steel. 

Class C 
Steel. 

Tensile strength, lb. per sq. in. 

55,000-65,000 

55,000-65,000* 

46,000-56,000 

Yield point, minimum, lb. per 
sq. in. 

0.5 tens. str. 

0.5 tens. str. 

0.5 tens. str. 

Elongation in 8 in., min., per 
cent .. 

l,400,000t 

l,400,000f 

1,400,000 

Elongation in 2 in., min., per 
cent. (Fig. 2). 

tens. str. 

22 

tens. str. 

22 

tens. str. 


* See section 8. f See section 9. 

Yield Point. 


7. The yield point shall be determined by the drop of the beam of the 
testing machine. 

Modification in Tensile Strength. 

8. Class B steel may have tensile strength up to 70,000 lb. maximum, 
provided the elongation is not less than the percentage required for 65,000 lb. 
tensile strength. 

Modifications in Elongation. 

9. (a) For material over % in. in thickness, a deduction of 1 from the 
percentage of elongation in 8 in. specified for Classes A and B in section 6 
shall be made for each increase of ^ in. in thickness above % in., to a minimum 
of 18 per cent. 

(b) For material under yg in. in thickness, a deduction of 2.5 from the 
percentage of elongation in 8 in. specified for Classes A and B in section 6 
shall be made for each decrease of in. in thickness below t* in. 

Character of Fracture. 

10. All broken tension test specimens shall show a silky fracture. 

Rend Tests. 

11. (a) The test specimen for plates, shapes and bars shall bend cold 
through 180 deg. without fracture on the outside of the bent portion, as follows: 
For material % in. and under in thickness, flat on itself; for material over 
z /i in. up to 1M in* in thickness, qround a pin the diameter of which is equal 
to 1^2 times the thickness of the specimen; and for material over in. in 
thickness, around a pin the diameter of which is equal to twice the thickness 
of the specimen. 























CAMBRIA STEEL. 367 


(b) The test specimen for pins and rollers shall bend cold through 
180 deg. around a 1-in. pin without fracture on the outside of the bent portion. 

(c) A rivet rod shall bend cold through 180 deg. flat on itself without 
fracture on the outside of the bent portion. 

(d) Bend tests may be made by pressure or by blows. 

Test Specimens. 

12. (a) Tension and bend test specimens shall be taken from the finished 
rolled or forged product, and shall not be annealed or otherwise treated, except 
as specified in section 13. 

(b) Tension and bend test specimens for plates, shapes and bars, 
except as specified in paragraph (c), shall be of the full thickness of material 
as rolled, and with both edges milled to the form and dimensions shown in 
Fig. 1, or may have both edges parallel. 


& 

o' 

"7 



(c) Tension and bend test specimens for plates and bars (except eye-bar 
flats) over 1)^ in. in thickness or diameter may be turned or planed to a diameter 
or thickness of at least % in. for a length of at least 9 in. 

(d) Tension and bend test specimens for pins and rollers shall be taken 
parallel to the axis, 1 in. from the surface of the bar. Tension test specimens 
shall be of the form and dimensions shown in Fig. 2. Bend test specimens 
shall be 1 in. by Hi in. in section. 



Fig . 2. 


(e) Rivet bars shall be tested in full-size section as rolled. 








































368 CAMBKIA STEEL. 


Annealed Specimens. 

13. Test specimens for material which is to be annealed or otherwise treated 
before use, shall be cut from properly annealed or similarly treated short lengths 
of the full section of the piece. 

Number of Tests. 

14. (a) At least one tension test and one bend test shall be made from each 
melt. If material from one melt differs % in. or more in thickness, tests shall 
be made from both the thickest and the thinnest material rolled. 

(b) If any test specimen develops flaws, or if an 8-in. tension test 
specimen breaks outside the middle third of the gage length, or if a 2-in. ten¬ 
sion test specimen breaks outside the gage length, it may be discarded and 
another specimen substituted therefor. 

(c) Material intended for fillers or ornamental purposes will not be 
subject to test. 

IV. PERMISSIBLE VARIATIONS IN WEIGHT AND GAGE. 

Permissible Variations. 

15. (a) The sectional area or weight of each structural shape and of each 
rolled-edge plate up to and including 36 inches in width shall not vary more 
than 2.5 per cent, from theoretical or specified amounts. 

(b) The thickness or weight of each universal plate over 36 in. in 
width, and of each sheared plate, shall conform to the schedule of permissible 
variations for sheared plates, appended to these specifications. 

' V. FINISH. 

Finish. 

16. The finished material shall be free from injurious defects, and shall 
have a workmanlike finish. 

VI. MARKING. 

Marking. 

17. The name of the manufacturer and the melt number shall be legibly 
marked, stamped or rolled upon all finished material, except that each pin 
and roller shall be stamped on the end. Rivet and lattice steel and other 
small pieces may be shipped in securely fastened bundles, with the above 
marks legibly stamped on attached metal tags. Test specimens shall have 
their melt numbers plainly marked or stamped. 

VII. INSPECTION AND REJECTION. 

Inspection. 

18. The inspector representing the purchaser shall have free entry, at all 
times while work on the contract of the purchaser is being performed, to all 
parts of the manufacturer’s works which concern the manufacture of the 




CAMBRIA STEEL. 369 


material ordered. The manufacturer shall afford the inspector, free of cost, 
all reasonable facilities to satisfy him that the material is being furnished in 
accordance with these specifications. All tests and inspection shall be made 
at the place of manufacture prior to shipment, and shall be so conducted as 
not to interfere unnecessarily with the operation of the works. 

Rejection. 

19. Material which, subsequent to the above tests at the mills and its 
acceptance there, develops weak spots, brittleness, cracks or other imperfec¬ 
tions, or is found to have injurious defects, may be rejected at the shop, and 
shall then be replaced by the manufacturer at his own cost. 


BOILER STEEL. 


Grades. 

1. There shall be three grades of steel for boilers, namely: flange, firebox, 
and boiler rivet. 

I. MANUFACTURE. 

Process. 

jr 

2. The steel shall be made by the open-hearth process. 

II. CHEMICAL PROPERTIES AND TESTS. 

Chemical Composition. 

3. The steel shall conform to the following requirements as to chemical 
composition: 


Elements Considered. 

Flange 

Steel. 

Firebox 

Steel. 

Boiler 

Rivet 

Steel. 

Manganese, per cent. 

0.30 to 0.60 

0.30 to 0.50 

0.30 to 0.50 

Phosphorus, max., per cent.: 

Basic. 

0.04 

0.035 

0.04 

Acid. 

0.05 

0.04 

0.04 

Sulphur, max., per cent. 

0.05 

0.04 

0.045 


Ladle Analyses. 

4. To determine whether the material conforms to the requirements 
specified in section 3, an analysis shall be made by the manufacturer from a 
test ingot taken during the pouring of each melt. A copy of this analysis 
shall be given to the purchaser or his representative. 

Check Analyses. 

5. A check analysis may be made by the purchaser from a broken tension 
test specimen representing each plate as rolled, and this analysis shall conform 
to the requirements specified in section 3. 



















370 CAMBKIA STEEL. 


III. PHYSICAL PROPERTIES AND TESTS. 
Tension Tests. 


6. The steel shall conform to the following requirements as to tensile 
properties: 


Properties Considered. 

Flange 

Steel. 

Firebox 

Steel. 

Boiler 

Rivet 

Steel. 

Tensile strength, lb. per 
sq. in. 

55,000-65,000 

52,000-60,000 

45,000-55,000 

Yield point, min., lb. per 
sq. in. 

0.5 tens. str. 

0.5 tens. str. 

0.5 tens. str. 

Elongation in 8 in., min., per 
cent. 

1,450,000* 

1,450,000* 

1,450,000 

tens. str. 

tens. str. 

tens. str. 


* See section 8. 


Yield Point. 

7. The yield point shall be determined by the drop of the beam of the 
testing machine. 

Modifications in Elongation. 

8. (a) For plates over 24 in. in thickness, a deduction of 0.5 from the 
specified percentage of elongation will be allowed for each increase of 34 in. in 
thickness above 24 in., to a minimum of 20 per cent. 

(b) For plates under yg in. in thickness, a deduction of 2.5 from the 
percentage of elongation specified in section 6 shall be made for each decrease 
of ys in- in thickness below yg in. 

Bend Tests. 

9. (a) Cold-bend tests shall be made on the material as rolled. 

(b) Quench-bend test specimens, before bending, shall be heated to a 
light cherry red as seen in the dark (about 1200 deg. F.), and quenched in 
water the temperature of which is about 80 deg. F. 

(c) Specimens for cold-bend and quench-bend tests of flange and firebox 
steel shall bend through 180 deg. without fracture on the outside of the bent 
portion, as follows: For material 24 in. and under in thickness, flat on them¬ 
selves; for material over 24 in. up to 134 i n - in thickness, around a pin the 
diameter of which is equal to the thickness of the specimen; and for material 
over 134 in- in thickness, around a pin the diameter of which is equal to 134 
times the thickness of the specimen. 

(d) Specimens for cold-bend and quench-bend tests of boiler rivet 
steel shall bend cold through 180 deg. flat on themselves without fracture on 
the outside of the bent portion. 

(e) Bend tests may be made by pressure or by blows. 























CAMBRIA STEEL. 371 


Test Specimens. 

10. (a) Tension and bend test specimens for plates shall be taken from the 
finished product, and shall be of the full thickness of material as rolled. Ten¬ 
sion test specimens shall be of the form and dimensions shown in Fig. 1. Bend 
test specimens shall be 1T 2 in. to in. wide, and shall have the sheared 
edges milled or planed. 

(b) The tension and bend test specimens for rivet bars shall be of the 
full-size section of material as rolled. 

Number of Tests. 

11. (a) One tension, one cold-bend, and one quench-bend test shall be 
made from each plate as rolled. 

(b) Two tension, two cold-bend, and two quench-bend tests shall be 
made for each melt of rivet steel. 

(c) If any test specimen develops flaws, or if a tension test specimen 
breaks outside the middle third of the gage length, it may be discarded and 
another specimen substituted therefor. 

IV. PERMISSIBLE VARIATIONS IN WEIGHT 
AND GAGE. 

Permissible Variations. 

12. The thickness or weight of each sheared plate shall conform to the 
schedule of permissible variations appended to these specifications. 

V. FINISH. 

Finish. 

13. The finished material shall be free from injurious defects, and shall 
have a workmanlike finish. 

VI. MARKING. 

Marking. 

14. The melt or slab number, name of the manufacturer, grade, aihd the 
minimum tensile strength for its grade as specified in section 6 shall be legibly 
stamped on each plate. The melt or slab number shall be legibly stamped 
on each test specimen representing that melt or slab. 

VII. INSPECTION AND REJECTION. 

Inspection. 

15. The inspector representing the purchaser shall have free entry, at all 
times while work on the contract of the purchaser is being performed, to all 
parts of the manufacturer’s works which concern the manufacture of the 
material ordered. The manufacturer shall afford the inspector, free of cost, 
all reasonable facilities to satisfy him that the material is being furnished in 
accordance with these specifications. All tests and inspection shall be made 
at the place of manufacture prior to shipment, and shall be so conducted as 
not to interfere unnecessarily with the operation of the works. 

Rejection. 

16. Material which, subsequent to the above tests at the mills and its 
acceptance there, develops weak spots, brittleness, cracks or other imperfec¬ 
tions, or is found to have injurious defects, may be rejected at the shop, and 
shall then be replaced by the manufacturer at his own cost. 








372 CAMBRIA STEEL. 


PERMISSIBLE VARIATIONS OF 
SHEARED PLATES. 


SCHEDULE OF PERMISSIBLE VARIATIONS WHEN ORDERED 

TO WEIGHT. 


(a) One cubic inch of rolled steel is assumed to weigh 0.2833 pound. 

(b) When ordered to weight per square foot, the weight of each plate shall 
not vary from the weight ordered, more than the amount given in the following 
table: 


Permissible Variations in Weight of Plate for Width given, 
Expressed in Percentage of Ordered Weight. 


Ordered Weight 

Lbs. per Sq. Ft. 

Under 48 

in. 

48 in. incl. 

to 

60 in. excl. 

60 in. incl. 

to 

72 in. excl. 

72 in. incl. 

to 

84 in. excl. 

84 in. incl. 

to 

96 in. excl. 

Over 

Und. 

Over 

Und. 

Over 

Und. 

Over 

Und. 

Over 

Und. 

Under 5 

6 

4 

6.5 

4 

7 

4 

8 

4 



5 incl. to 7.5 excl. 

5.5 

4 

6 

4 

6.5 

4 

7.5 

4 



7.5 “ “ 10 “ 

5 

4 

5.5 

4 

6 

4 

7 

4 

8 

4 

10 * “ 12.5 “ 

4.5 

3 

5 

3 

5.5 

4 

6 

4 

7 

4 

12.5 “ “ 15 

4 

3 

4.5 

3 

4.5 

4 

5 

4 

5.5 

4 

15 “ “ 17.5 “ 

3.5 

2.5 

4 

2.5 

4 

3 

4.5 

3 

4.5 

3.5 

17.5 “ “ 20 “ 

3 

2.5 

3.5 

2.5 

3.5 

3 

4 

3 

4.5 

3 

20 “ “ 25 

2.5 

2.5 

3 

2.5 

3.5 

2.5 

3.5 

3 

4 

3 

25 “ “ 30 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

3 

2.5 

3.5 

2.5 

30 “ “ 40 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

3 

2.5 

40 and over 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

2.5 

3 

2.5 







































CAMBRIA STEEL. 373 


PERMISSIBLE VARIATIONS OF 
SHEARED PLATES. 


SCHEDULE OF PERMISSIBLE VARIATIONS WHEN ORDERED 

TO WEIGHT. 


(a) One cubic inch of rolled steel is assumed to weigh 0.2833 pound. 

(b) When ordered to weight per square foot, the weight of each plate shall 
not vary from the weight ordered, more than the amount given in the following 
table: 


Permissible Variations in Weight of Plate for Width 
Given, Expressed in Percentage of Ordered Weight. 


96 in. inch 

to 

108 in. excl. 

108 in. inch 

to 

120 in. excl. 

120 in. inch 

to 

132 in. excl. 

132 in. 

and over 

Ordered Weight 

Lbs. per Sq. Ft. 

1 1 

Over 

Und. 

Over 

Und. 

Over 

Und. 

Over 

Und. 









Under 5 










5 incl. to 7.5 excl. 

10 

4 

11 

5 





7.5 “ 

“ 10 

7.5 

4 

9 

4 

10 

4 

12 

5 

10 

“ 12.5 “ 

6 

4 

7 

4 

9 

4 

11 

4 

12.5 a 

“ 15 

5 

4 

6 

4 

8 

4 

10 

4 

15 

“ 17.5 “ 

5 

3 

6 

4 

7 

4 

9 

4 

17.5 “ 

“ 20 

4.5 

3 

5 

4 

6 

4 

8 

4 

20 

“ 25 

4 

3 

4.5 

4 

5 

4 

7 

4 

25 

“ 30 “ 

3.5 

2.5 

4 

3.5 

4.5 

4 

6.5 

4 

30 

“ 40 

3.5 

2.5 

4 

3 

4.5 

3.5 

6 

4 

40 and over 

































374 CAMBRIA STEEL. 


PERMISSIBLE VARIATIONS OF SHEARED 
PLATES (Continued). 


SCHEDULE OF PERMISSIBLE VARIATIONS WHEN ORDERED 

TO GAGE. 


(c) When ordered to gage, the thickness of each plate shall not vary more 
than 0.01 inch under that ordered, and the over weight of each plate shall 
not exceed the amount given in the following table: 



Permissible Excess in 

Weight of Plate for Width Given, Expressed 




in Percentage of Nominal Weight. 



Ordered Gage 


48 in. 

60 in. 

72 in. 

84 in. 

96 in. 

108 in. 

120 in. 


Inch. 

Under 

incl. to 

incl. to 

incl. to 

inch to 

incl. to 

incl. to 

incl. to 

132 in. 










and 


48 in. 

60 in. 

72 in. 

84 in. 

96 in. 

108 in. 

120 in. 

132 in. 

over 



excl. 

excl. 

excl. 

excl. 

excl. 

excl. 

excl. 


Under y . 

13 

15 

17 

20 






Ys incl. to yg excl.. 

11 

13 

15 

17 






A * “ X a 

9 

10 

12 

14 

17 

20 

23 



H “ “ fs “ 

8 

9 

10 

12 

14 

17 

20 

23 

26 

rs a “ Vs u 

7 

8 

9 

10 

12 

14 

17 

20 

23 

3 / u a 7 u 

/% 16 

6 

7 

8 

9 

10 

12 

14 

17 

20 

& u “ y 2 u 

5 

6 

7 

8 

9 

10 

12 

14 

17 

y 2 u “ h “ 

4 

5 

6 

7 

8 

9 

10 

12 

14 

Vs “ “ X “ 

3.5 

4 

5 

6 

7 

8 

9 

10 

12 

% “ “ i a 

3 

3.5 

4 

5 

6 

7 

8 

9 

10 

1 and over. 

3 

3 

3.5 

4 

5 

6 

7 

8 

9 





































CAMBRIA STEEL. 375 


WOODEN BEAMS AND COLUMNS. 

The results of a series of studies of wooden beams and columns 
of various kinds of American timber are contained in the Pro¬ 
ceedings of the Fifth Annual Convention of the Association of 
Railway Superintendents of Bridges and Buildings, October, 1895, 
at which the Committee on Strength of Bridge and Trestle 
Timbers presented a report, portions of which have been used in 
preparing certain of the tables on the following pages, but as 
noted thereon the arrangement and values in many cases have 
been modified by later information from various sources. 

The publications of the Forestry Division of the United States 
Department of Agriculture, Bulletins Nos. 8 and 12, and Circular 
No. 15, contain reports of tests of American woods, and deduc¬ 
tions drawn therefrom. Extracts and tables from these reports 
are given on the following pages. 

The tables of safe loads for wooden beams and tables of 
strength of wooden columns given on the following pages have 
been specially calculated for this book, using the information 
regarding the properties of the various species contained in the 
reports above referred to, as modified in some cases by later data. 

In order that information on this subject will be more complete, 
tables are given herein showing structural timber stress values, as 
published in the United States Forestry Service Bulletin, No. 108, 
and also those recommended by the American Railway Engineer¬ 
ing and Maintenance of Way Association, Bulletin No. 107. 

Explanation of the Tables of Safe Loads in Pounds, Uni¬ 
formly Distributed, for Rectangular Wooden Beams 
One Inch Thick, Pages 388 to 393 Inclusive. 

General. 

For convenience in use, three of these tables have been prepared 
from which the safe loads of the various species can be obtained, 
either directly or by proportion as stated in the footnotes. 

The values given in the tables are the safe loads in pounds uni¬ 
formly distributed, including the weight of the beam itself, for 
rectangular beams one inch thick for spans from four to forty feet 
and for depths from four to twenty-four inches. The safe load 
for a beam of any thickness may be found by multiplying the 
values given in the tables by the thickness of the beam in inches. 

The last column of each of the three Tables of Safe Loads for 





376 CAMBRIA STEEL. 

Rectangular Wooden Beams gives a coefficient of deflection, by 
means of which the deflection for any beam may be obtained, 
corresponding to the given span and safe load, by dividing the 
coefficient by the depth of the beam in inches, which will give 
approximately the deflection in inches under the given conditions. 

In each table the deflection coefficient is given for only one 
species of wood, as shown, but the deflections for other species 
may be obtained from these by proportion as explained hereafter. 

For the reason that wood has no well-defined limit or modulus 
of elasticity the deflections obtained by the use of the coefficients 
are only approximate and will vary, according to the moisture 
content of the wood and the character of the loading. The 
deflections thus obtained are, therefore, useful only as a general 
indication of the amount of bending to be expected under the 
given conditions and are not exact as in the case of materials like 
steel, which has a well-defined limit and modulus of elasticity.* 

The safe loads for other species of woods than those stated in 
the headings of the tables may be obtained from those given, by 
direct proportion, dependent upon the ratio of their allowable 
unit stress as compared with that for which the table is figured, 
as stated in the foot-notes at the bottom of the tables. 

* Note.—“A series of tests, undertaken at the College of Forestry at Cornell 
University, seems to demonstrate that, at least in coniferous wood, a definite 
elastic limit for any particular piece can be easily shown, and, that it coincides 
with the theoretically calculated elastic limit upon the bases of compression 
tests and their application, according to Neely’s formula.” 

Explanation of the Table of Safe Loads for Rectangular 
Beams of White Pine, Cedar, Spruce or 
Eastern Fir. 

The values for the various species of woods, which are included 
in this table are calculated for an allowable fibre stress, for 
flexure, of 700 pounds per square inch. 

The deflection coefficients are given for white pine and are based 
upon a modulus of elasticity of 1 000 000 pounds per square inch. 

The lower dotted line crossing the table indicates the limits of 
spans for which the deflection will exceed 3 ^ of the span for the 
kind of wood for which the deflection coefficient is given. For 
spans below the line the safe loads given in the tables will produce 
a deflection greater than 3 ^ of the span, while those above the 
line will produce less than this, which is the usual limit of deflec¬ 
tion in order to prevent cracking of plastered ceilings. Similarly, 




CAMBRIA STEEL. 377 


the upper dotted line indicates the limit of deflection for the kind 
of wood for which the deflection coefficient is given, corresponding 
to a modulus of elasticity of 500 000 pounds per square inch, 
which should be considered in cases where the deflection should 
be more closely limited. 

The coefficients of deflection for Cedar corresponding to moduli 
of 700 000 and 350 000 may be obtained by multiplying those 
of the table by and respectively, and for Spruce and 
Eastern Fir corresponding to moduli of 1 200 000 and 600 000 by 
multiplying those of the table by £ and f respectively. 

The full zig-zag line in the table gives the limits of the safe loads 
corresponding to the allowable shearing stress along the neutral 
axis of the beam. The safe loads above the line, which are based 
upon the extreme fibre strains, will produce shearing stresses 
along the axis or with the grain in excess of that allowable, which, 
in the case of White Pine and the other woods of this table, is 
100 pounds per square inch. 

The position of this line, which indicates the limit of safe loads 
for shearing along the neutral axis, was determined by the aid 
of the following formula: 

TTT 4bds 

W = -g- 

in which 

W = safe load in pounds uniformly distributed, 
d = depth of^beam in inches, 
b = breadth of beam in inches. 

s = allowable shear in the direction of the grain in pounds per 
square inch. 

Explanation of the Table of Safe Loads for Rectangular 
Beams of Short-leaf Yellow Pine. 

The table is calculated for an allowable fibre stress, for flexure, 
of 1 000 pounds per square inch. 

The deflection coefficients are figured for a modulus of elasticity 
of 1 200 000 pounds per square inch, but may be used for other 
moduli, after obtaining the corresponding coefficients by pro¬ 
portion as heretofore explained. 

The lower dotted line across the table indicates the limits of 
spans for which the safe load will produce deflections greater than 





— 

378 CAMBRIA STEEL. 


of the length of the beam. Values above the line will give 
less deflection than this, and those below will give greater, based 
on a modulus of 1 200 000 pounds per square inch. Similarly, 
the upper dotted line indicates the limit of deflection correspond¬ 
ing to a modulus of elasticity of 600 000 pounds per square inch. 

The full zig-zag line across the table indicates the limiting spans 
and loads based on the allowable intensity of shearing stress along 
the neutral axis of the beam. The values above the full zig-zag 
line correspond to shearing stresses greater than the allowable 
stress in the direction of the grain for Short-leaf Yellow Pine, 
while those below the line correspond to shearing stresses less 
than that allowable, which, in this case, is assumed to be 100 
pounds per square inch. 

Explanation of Tables of Safe Loads for Rectangular 
Beams of White Oak and Long-leaf Yellow Pine. 

This table is computed for an allowable fibre stress of 1 200 
pounds per square inch, for flexure, and the deflection coefficients 
are calculated for a modulus of elasticity of 1 500 000 pounds per 
square inch. 

The limit for a deflection of of the span is indicated by the 
lower dotted zig-zag line on the tables, the values below which 
correspond to deflections greater than, and those above to 
deflections less than, the limiting deflections. The upper dotted 
zig-zag line similarly indicates the limits of deflection for a 
modulus of elasticity of 750 000 pounds per square inch. 

The lower full zig-zag line indicates the limit of allowable 
shearing stress along the axis corresponding to the allowable 
intensity, for Yellow Pine, of 150 pounds per square inch. 

Similarly, the upper full zig-zag line indicates the limits for 
shearing along the axis for White Oak based on an allowable 
intensity of 200 pounds per square inch. 

BEARING AT POINTS OF SUPPORT. 

Care should be taken in designing to provide sufficient bearing 
at the points of support so that the allowable intensity of com¬ 
pression across the grain, as given in the tables on pages 381 and 
387, is not exceeded. 

This may be obtained, where necessary, by the use of corbels 
or bearing plates of harder wood arranged so as to give a large 
bearing area against the softer beam. 




CAMBRIA STEEL. 379 


The following statements are made in Bulletin No. 12, U. S. 
Department of Agriculture, Division of Forestry: 

RECOMMENDED PRACTICE. 

‘‘Since the strength of timber varies very greatly with the 
moisture contents (see Bulletin 8 of the Forestry Division), the 
economical designing of such structures will necessitate their being 
separated into groups according to the maximum moisture 
contents in use. 

MOISTURE CLASSIFICATION. 

“Class A (moisture contents, 18 per cent.)—Structures freely 
exposed to the weather, such as railway trestles, uncovered 
bridges, etc. 

“Class B (moisture contents, 15 per cent.)—Structures under 
roof but without side shelter, freely exposed to outside air, but 
protected from rain, such as roof trusses of open shops and sheds, 
covered bridges over streams, etc. 

“Class C (moisture contents, 12 per cent.)—Structures in 
buildings unheated, but more or less protected from outside air, 
such as roof trusses of barns, enclosed shops and sheds, etc. 

“Class D (moisture contents, 10 per cent.)—Structures in 
buildings at all times protected from the outside air, heated in the 
winter, such as roof trusses in houses, halls, churches, etc. 

“For long-leaf pine add to all the values given in the tables, 
except those for moduli of elasticity, tension and shearing, for 
Class B, 15 per cent.; for Class C, 40 per cent.; and for Class D, 
55 per cent. For the other species add to these values, for Class, 
B, 8 per cent.; for Class C, 18 per cent., and for Class D, 25 per 
cent.” 

Based upon the above classification of structures, the two 
following tables have been figured to facilitate calculations of 
allowable loads for wooden beams and columns. 

Proportion of the Values given in the “Tables of Safe 
Loads for Wooden Beams,” Pages 388 to 393 inclusive, 
to be used in order to obtain the Safe Loads for the 
various classes of structures referred to above. 


Classes. 

Yellow Pine. 

All Others. 

Class A. 

1.00 

1.00 

Class B. 

1.15 

1.08 

Class C. 

1.40 

1.18 

Class D. 

1.55 

1.25 
















380 CAMBRIA STEEL. 


Safety Factors to be applied to the Values given in the 
Table of “Strength of Solid Wooden Columns," 
Pages 394 and 396, in order to obtain the Safe Loads 
for the various classes of structures referred to above. 


Classes. 

Yellow Pine. 

All Others. 

Class A. 

0.20 

0.20 

Class B. 

0.23 

0.22 

Class C. 

0.28 

0.24 

Class D. 

0.31 

0.25 



SPECIFIC GRAVITY AND WEIGHT PER FOOT 
FOR VARIOUS KINDS OF TIMBER. 


Name of Wood. 

Specifio 

Gravity. 

Weight per 

Cubio Foot. 

Weight per 

Foot, Board 

Measure. 

White Oak. 

0.80 

49.94 

4.16 

White Pine. 

0.38 

23.72 

1.98 

Southern Long-leaf or Georgia Yellow 
Pine. 

0.61 

38.08 

3.17 

Douglas Fir. 

0.51 

31.84 

2.65 

Short-leaf Yellow Pine. 

0.51 

31.84 

2.65 

Red Pine (Norway Pine). 

0.50 

31.21 

2.60 

Spruce and Eastern Fir. 

0.40 

24.97 

2.08 

Hemlock. 

0.40 

24.97 

2.08 

Cypress. 

0.46 

28.72 

2.39 

Cedar. 

0.37 

23.10 

1.93 

Chestnut. 

0.66 

41.20 

3.43 

California Redwood. 

0.39 

24.16 

2.01 

California Spruce. 

0.40 

24.97 

2.08 


The specific gravities and weights given above are the averages 
of a large number of determinations by various authorities, for 
woods containing less than 15 per cent, of moisture or such as are 
commercially known as dry timber. The weights of green or 
unseasoned woods will be from 20 to 40 per cent, greater than 
those given in the above "table. 







































CAMBRIA STEEL. 


381 


SAFE UNIT STRESSES FOR TIMBER. 

Recommended in Bulletin No. 12 , U. S. Department of 
Agriculture, Division of Forestry. 


Safe Unit Stresses at 18% Moisture. 


Species. 

Modulus of 
Strength at Rupture 
per Square Inch. 

Modulus 

of Elasticity per 

Square Inch. 

Elastic 

Resilience per 

Cubic Inch. 

Crushing Strength 

Endwise per 

Square Inch. 

Crushing Strength 

Across the Grain 

per Square Inch. 

Tensile 

Strength per 

Square Inch. 

Shearing 

Strength per 

Square Inch. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Long-leaf Pine (Pinus 








palustris) D. 

1550 

720000 

1.30 

1000 

215 

12000 

125 

Short-leaf Pine (Pinus 








echinata) D.. . . . 

1300 

600000 

1.30 

840 

215 

9000 

100 

White Pine (Pinus stro- 








bus). 

880 

435000 

1.00 

700 

147 

7000 

75 

Norway Pine (Pinus res- 








inosa).. 

1090 

566000 


760 

143 



Colorado Pine (Pinus 








ponderosa). 

980 

444000 


630 

180 



Douglas Fir (Pseudot- 



. 





suga douglasii). 

1320 

690000 


880 

167 



Redwood (Sequoia sem- 








pervirens). 

*1440 

1226000 


650 

li5 



Red Cedar (Juniperus 







virginiana). 

1000 

335000 


700 

250 



Bald Cypress (Taxo- 








dium distichum) D ... 

1000 

450000 

1.10 

675 

120 

6000 

60 

White Oak (Quercus 








alba) D . 

1200 

550000 

1.25 

800 

400 

10000 

200 

Factor of Safety. 

5 

2 

1 

5 

3 

1 

4 


The values marked “ D ” were obtained from experiments made 
by the Forestry Division. The other values were obtained from 
various sources, chiefly the 10th Census Report, but so modified 
as to give results comparable with Forestry Division values. To 
arrive at true average values of strength multiply safe loads by 
factor of safety given in each column. The value for resilience 
and tensile strength are the ultimate values. The former is 
practically never used in designing. The latter is a factor 
impossible to develop in practice, since the piece will always fail 
in some other way, usually by shearing. 

The crushing strength across the grain in above is based upon a 
crushing of 3 per cent, of the cross sectional height of the piece. 


* This value is certainly too large, 
t “ “ “ “ small.—E d. 


























































382 CAMBRIA STEEL. 


AVERAGE TESTED STRENGTH VALUES OF 
STRUCTURAL TIMBERS WITH ORDINARY DEFECTS. 


Kind 

of 

Timber. 

Condition. 

Average 

Moisture 

Content. 

Bene 

Fibre 

Stress 

at 

Elastic 

Limit. 

ling. 

Modulus 

of 

Rupture. 

Per Cent. 

Lbs. per 

Sq. In. 

Lbs. per 
Sq. In. 

Long-leaf Pine (Pinus 

Green. 

27.6 

3734 

6140 

Palustris). 

Air Seasoned 

19.2 

3691 

5749 

Douglas Fir (Pseudo- 

Green. 

33.2 

3968 

5983 

tsuga Taxifolia). 

Air Seasoned 

17.3 

4563 

6372 

Short-leaf Pine (Pinus 

Green. 

46.4 

3237 

5548 

Echinata). 

Air Seasoned 

15.9 

4675 

6573 

Western Larch (Larix 

Green. 

51.3 

3324 

4948 

Occidentalis). 

Air Seasoned 

17.9 

3503 

5856 

Loblolly Pine (Pinus 

Green. 

34.4 

3040 

5084 

Tseda). 

Air Seasoned 

17.9 

3517 

6118 

Tamarack (Larix Lari- 

Green. 

42.0 

2813 

4556 

cina). 

Air Seasoned 

21.5 

3730 

5498 

Western Hemlock (Tsuga 

Green. 

47.6 

3516 

5296 

Heterophylla). 

Air Seasoned 

17.7 

4398 

6420 

Redwood (Sequoia Sem- 

Green. 

87.5 

3760 

4472 

pervirens). 

Air Seasoned 

20.9 

3442 

3891 

Norway Pine (Pinus 

Green. 

49.0 

2492 

3864 

Resinosa). 

Air Seasoned 

15.7 

4069 

6054 


The above table presents the average results of an extensive series of tests 
on structural timbers as conducted by the United States Forestry Service 
and published in Bulletin No. 108, issued September 23, 1912. Many engineer¬ 
ing handbooks and other publications dealing with timber quote results of 
tests made only on small thoroughly seasoned specimens, free from defects. 
Such values may be from one and one-half to two times as high as stresses 
developed in large timbers and joists. 

The above tabulations, with the exception of those in final column headed 
“Shear,” are based upon tests of structural size timbers having such defects 
as are ordinarily to be found. The “Shear” column values, owing to the 
method of testing, were obtained from small specimens and it will be seen 
that the shearing stresses developed are much higher than the calculated 
shearing stresses in beams that failed by horizontal shear. The difference is 
doubtless due to the fact that on account of checks and shakes, the actual 
area resisting shear is likely to be much less than the calculated area used in 
the formula for horizontal shear. Since large timbers almost invariably form 
checks during seasoning, it is not safe, in designing timber beams, to use 
shearing stresses higher than those determined for beams that failed in hori¬ 
zontal shear. 


































CAMBRIA STEEL. 383 


AVERAGE TESTED STRENGTH VALUES OF 
STRUCTURAL TIMBERS WITH ORDINARY DEFECTS. 


Bending. 


Compression. 


Shear. 

Modulus 

of 

Elasticity. 

’Horizontal 

Shear. 

Parallel to Grain. 

Perpendicular 
to Grain. 

Shearing 

Strength 

(Small 

Specimens). 

Crushing 
Strength 
at Elastic 
Limit. 

Crushing 
Strength 
at Maximum 
Load. 

Modulus 

of 

Elasticity. 

Crushing 
Strength 
at Elastic 
Limit. 

1000 Lbs. 

Lbs. per 

Lbs. per 

Lbs. per 

1000 Lbs. 

Lbs. per 

Lbs. per 

per Sq. In. 

Sq. In. 

Sq. In. 

Sq. In. 

per Sq. In. 

Sq. In. 

Sq. In. 

1463 

353 

3480 

4800 


568 

973 

1705 

272 

3480 

4800 


572 

984 

1517 

166 

2770 

3495 

1414 

570 

765 

1549 

221 

3271 

4258 

1038 

639 

822 

1473 

*332 

2460 

3435 

1548 

351 

704 

1726 

364 

4070 

6030 

1951 

796 

1135 

1301 

288 

2675 

3510 

1575 

456 

700 

1487 

340 


5746 


597 

905 

1387 

335 

2050 

2940 

548 

500 

630 

1487 

434 

3011 

4292 

1206 

655 

1115 

1220 

261 

2400 

3230 

1373 


668 

1341 

299 

3349 

4320 

1351 


879 

1445 

288 

2905 

3355 

1617 

434 

630 

1737 

307 

4840 

5814 

2140 

473 

924 

1042 

302 

3194 

3882 

1240 

434 

742 

890 



4276 


525 

671 

1133 

232 

2065 

2555 

1002 


589 

1418 

278 

3047 

4228 

1367 


1145 


* Only those pieces which failed first by horizontal shear are included in 
this column. 


The averages for the bending tests are the results of tests on timbers ranging 
in cross section from 4 by 10 inches to 8 by 16 inches, over a 15-ft. span. 

A comparison of the results of tests on air seasoned material with those 
on green material shows that, in general, all of the mechanical properties are 
increased by seasoning. Increase in strength of wood fibre, due to drying, 
is, in the case of large timbers, largely offset by a weakening of the timber 
due to the formation of checks. If the moisture content of a seasoned timber 
is increased, it loses strength rapidly, and if thoroughly soaked with water 
will become slightly weaker than when green. On this account, it is not safe 
in practice to depend upon any increase of strength in timbers, due to season¬ 
ing. When, however, large beams are seasoned with ordinary care, it is safe 
to assume that they are not weaker than when green. 



















































384 CAMBRIA STEEL. 

i 


UNIT STRESSES FOR STRUCTURAL TIMBER. 

(Expressed in Pounds per Square Inch.) 


Kind 

of 

Timber. 

Bending. 

Shearing. 

Extreme 

Fibre Stress. 

Modulus 

of 

Elasticity 

in 

Thou¬ 

sands. 

Parallel 
to Grain. 

Longitudinal 
Shear in Beams. 

Average 

Ultimate. 

Safe 

Stress. 

Average 

Ultimate. 

Safe 

Stress. 

Average 

Ultimate. 

Safe 

Stress. 

Douglas Fir. 

6100 

1200 

1510 

690 

170 

270 

110 

Long-leaf Pine.. . 

6500 

1300 

1610 

720 

180 

300 

120 

Short-leaf Pine... 

5600 

1100 

1480 

710 

170 

330 

130 

White Pine. 

4400 

900 

1130 

400 

100 

180 

70 

Spruce. 

4800 

1000 

1310 

600 

150 

170 

70 

Norway Pine. . . . 

4200 

800 

1190 

*590 

130 

250 

100 

Tamarack. 

4600 

900 

1220 

670 

170 

260 

100 

Western Hemlock 

5800 

1100 

1480 

630 

160 

*270 

100 

Redwood. 

5000 

900 

800 

300 

80 



Bald Cypress 

4800 

900 

1150 

500 

120 



Red Cedar. 

4200 

800 

800 





White Oak. 

5700 

1100 

1150 

840 

210 

270 

110 


Note. —These unit stresses are for a green condition of timber and are to 
* Partially air-dry. 


The above table gives the ultimate and safe unit stress values for structural 
timber as adopted by the American Railway Engineering and Maintenance 
of Way Association, upon recommendation of their Committee on Wooden 
Bridges and Trestles, Convention of 1909; and published in the Association’s 
“Bulletin No. 107,” 1909, and “Manual,” 1911. 

They state that the working unit stresses given in this table are intended 
for railroad bridges and trestles. For highway bridges and trestles, the 
unit stresses may be increased twenty-five (25) per cent. For buildings 
and similar structures, in which the timber is protected from the weather and 
practically free from impact, the unit stresses may be increased fifty (50) 
per cent. To compute the deflection of a beam under long continued loading 
instead of that when the load is first applied, only fifty (50) per cent, of the 
corresponding modulus of elasticity given in the tables is to be employed.t 

The safe unit stresses were determined by carefully considering both the 
average ultimate stresses, which represent the best results now available, as 
well as the unit stresses which have been in use in designing wooden bridges 
and trestles, and have been demonstrated by extensive practice to be safe. 

t Timber has no well-defined modulus of elasticity.—E d. 









































•---*-— 


CAMBRIA STEEL. 

385 


UNIT STRESSES FOR STRUCTURAL TIMBER. 

(Expressed in Pounds per Square Inch.) 


Perpendicular 
to Grain. 

Parallel 
to Grain. 

Columns 

under 

15 Diams. 

Safe Stress. 

Long Columns 
over 

15 Diameters. 

Safe Stress. 

Ratio 

of 

Length 

to 

Stringer 

Depth. 

Elastic 

Limit. 

Safe 

Stress. 

Average 

Ultimate. 

Safe 

Stress. 

630 

310 

3600 

1200 

900 

1200 

(1- 

JL ) 

10 

520 

260 

3800 

1300 

980 

1300 

( 

“ ) 

10 

340 

170 

3400 

1100 

830 

1100 

( 

" 

10 

290 

150 

3000 

1000 

750 

1000 

( 

“ ) 

10 

370 

180 

3200 

1100 

830 

1100 

( 

“ ) 



150 

*2600 

800 

600 

800 

( 

“ ) 



220 

*3200 

1000 

750 

1000 

( 

“ ) 


440 

220 

3500 

1200 

900 

1200 

( 

“ ) 


400 

150 

3300 

900 

680 

900 

( 

“ ) 


340 

170 

3900 

1100 

830 

1100 

( 

“ ) 


470 

230 

2800 

900 

680 

900 

( 

“ ) 


920 

450 

3500 

1300 

980 

1300 

( 

“ ) 

12 


be used without increasing the live load stresses for impact. 

L = length in inches. D = least side or diameter in inches. 


The relation between the strength of the lowest 10 per cent, group of tests 
and the average strength for each series, the relation between the elastic limit 
and the ultimate strength, as well as the fact that the live load stresses are 
not to be increased for impact, are all to be taken into account in determining 
the general relation between the safe stress and the average ultimate stress; 
it being always remembered that it is more rational to relate the safe unit 
stress to the elastic limit of the material than to its ultimate strength. 

As large columns not over 15 diameters in length may not develop more 
than 70 per cent, of the strength of short blocks, the column formulas are 
arranged to give approximately these relative values at the given limit of 
length when L, the length of the column in inches, equals 15 times its least 
diameter D, also expressed in inches. 

It is expected that these unit stresses will be revised at intervals of a few 
years, whenever new results of timber tests are published, or when the expe¬ 
rience of bridge engineers who have adapted them shall indicate that revision 
is desirable. 

___ 











































386 CAMBRIA STEEL. 

AVERAGE ULTIMATE BREAKING UNIT 

Kind of Timber. 

Tension. 

With Grain. 

Across Grain. 

White Oak. 

12000 

7000 

12000 

8000 

9000 

8000 

8000 

6000 

6000 

7000 

8500 

7000 

2000 

500 

600 

White Pine. 

Southern Long-leaf or Georgia Yellow Pine. 

Douglas Fir. 

Short-leaf Yellow Pine. 

Red Pine (Norway Pine). 

500 

500 

500 

Spruce and Eastern Fir. 

Hemlock. 

Cypress. 


Cedar. 


Chestnut. 


California Redwood. 


California Spruce. 





AVERAGE SAFE ALLOWABLE WORKING UNIT 

Kind of Timber. 

Tension. 

With Grain. 

Across Grain. 

Factor of Safety. 

Ten. 

Ten. 

White Oak. 

1200 

700 

1200 

800 

900 

800 

800 

600 

600 

700 

850 

700 

200 

50 

60 

White Pine. 

Southern Long-leaf or Georgia Yellow Pine. 

Douglas Fir. 

Short-leaf Yellow Pine. 

50 

50 

50 

Red Pine (Norway Pine). 

.Spruce and Eastern Fir. 

Hemlock. 

Cypress. 


Cedar. 


Chestnut. 


California Redwood. 


California Spruce. 





The above tables are based on those recommended by the committee on 
intendents of Bridges and Buildings at their Fifth Annual Convention in 
by later data from various sources. 











































































CAMBRIA STEEL. 387 

STRESSES, IN POUNDS PER SQUARE INCH. 

Compression. 

Transverse. 

Shearing. 

With Grain. 

Across 

Grain. 

Eitreme Fibre 
Stress. 

Modulus of 
Elasticity. 

With 

Grain. 

Across 

Grain. 

End Bearing. 

Columns Under 
15 Diams. 

7000 

5500 

7000 

5700 

6000 

5000 

6000 

5000 

3500 

5000 

4500 

4500 

4000 

4000 

4000 

4000 

3500 

4000 

4000 

4000 

2000 

700 

1400 

800 

1000 

800 

700 

600 

700 

700 

900 

600 

7000 

4000 

7000 

5000 

6000 

5000 

4000 

3500 

5000 

4000 

5000 

4500 

5000 

1500000 

1000000 

1500000 

1400000 

1200000 

1130000 

1200000 

900000 

900000 

700000 

1000000 

700000 

1200000 

800 

400 

600 

500 

400 

4000 

2000 

5000 

4000 

400 

350 

3000 

2500 

5000 

5500 

400 

600 

400 

1500 

2000 








STRESSES, IN POUNDS PER SQUARE INCH. 

Compression. 

Transverse. 

Shearing. 

With Grain. 

Across 

Grain. 

Eitreme Fibre 
Stress. 

Modulus of 
Elasticity. 

With 

Grain. 

Across 

Grain. 

End Bearing. 

Columns Under 
15 Diams. 

Five. 

Five. 

Four. 

Six. 

Two. 

Four. 

Four. 

1400 

1100 

1400 

1100 

1200 

1000 

1200 

1000 

700 

1000 

900 

900 

800 

800 

800 

800 

700 

800 

800 

800 

500 

200 

350 

200 

250 

200 

200 

150 

200 

200 

250 

150 

1200 

700 

1200 

800 

1000 

800 

700 

600 

800 

700 

800 

750 

800 

750000 

500000 

750000 

750000 

600000 

565000 

600000 

450000 

450000 

350000 

500000 

350000 

600000 

200 

100 

150 

130 

100 

1000 

500 

1250 

1000 

100 

100 

750 

600 

1000 

1100 

100 

150 

100 

400 

500 








“Strength of Bridge and Trestle Timbers” of the Association of Railway Super- 
October, 1895, but the arrangement and values in many cases are now modified 













































































388 CAMBRIA STEEL. 


SAFE LOAD IN POUNDS 
FOR RECTANGULAR 
OF WHITE PINE, CEDAR 

Allowable fibre stress 700 pounds per square inch. Safety factor 6. 
Safe loads for other safety factors may be obtained as follows: 


Span 

Depth of Beam in Inches. 

Deflection 
Coefficient for 

in 












White Pine 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

311 

486 

! 700 

953 

1244 

1575 

1944 

2352 

2800 

3286 

3811 

.34 

5 

249 

389 

560 

762 

| 996 

1260 

1556 

1882 

2240 

2629 

3049 

.53 

6 

207 

324 

467 

635 

830 

I 1050 

1296 

1569 

1867 

2191 

2541 

.76 

7 

178 ! 278 

400 

544 

711 

I 900 

1111 

| 1344 

1600 

1878 

2178 

1.03 

8 

156 

243 

350 

476 

622 

788 

972 | 1176 

1400 

1643 

1906 

1.34 

9 

138 

216 1 311 

423 

553 

700 

864 

1046 

I 1244 

1460 

1694 

1.70 

10 

124 

194 

280 

381 

498 

630 

778 

941 

1120 

1314 

1524 

2.10 

11 

113 

177 

255 

346 

453 

573 

707 

856 

1018 

1195 

1386 

2.54 

12 

103 

162 

233 

318 

415 

525 

648 

784 

933 

1095 

1270 

3.02 

13 

96 

150 

215 

293 

383 

1 485 

598 

724 

862 

1011 

1173 

3.55 

14 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

4.12 

15 

83 

130 

187 

254 

332 

420 

' 519 

627 

747 

876 

1016 

4.73 

16 

78 

122 

175 

238 

311 

394 

486 

588 

700 

821 

953 

5.38 

17 

73 

114 

165 

224 

293 

371 

458 

554 

659 

773 

897 

6.07 

18 

69 

108 

156 

212 

277 

350 

432 

5” 

jo 

■_ 

1 622 

730 

847 

6.80 

19 

65 

102 

147 

201 

262 

332 

409 

495 

589 

692 

802 

7.58 

20 


97 

140 

191 

249 

315 

389 

471 

560 

657 

762 

8.40 

21 


93 

133 

182 

237 

300 

370 

448 

533 

626 ! 726 

9.26 

22 


88 

127 

173 

226 

286 

354 

428 

509 

597 

693 

10.16 

23 


85 

122 

166 

216 

274 

338 

409 

487 

572 

663 

11.11 

24 



117 

159 

207 

263 

324 

392 

467 

548 

635 

12.10 

25 



112 

152 

199 

252 

311 

376 

448 

526 

610 

13.13 

26 



108 

147 

191 

242 

299 

362 

431 

506 

586 

14.20 

27 



104 

141 

184 

233 

288 

349 

415 

487 

565 . 

15.31 

28 



100 

136 

178 

225 

278 

336 

400 

469 

544 

16.46 

29 



97 

131 

172 

217 

268 

325 

386 

453 

526 

17.66 

30 



93 

127 

166 

210 

259 

314 

373 

438 

508 

18.90 

31 



90 

123 

161 

203 

251 

304 

361 

424 

492 

20.18 

32 



88 

119 

156 

197 

243 

294 

350 

411 

476 

21.50 

33 



85 

115 

151 

191 

236 

285 

339 

398 

462 

22.87 

34 




112 

146 

185 

229 

277 

329 

387 

448 

24.28 

35 




109 1 

142 

180 

222 

269 

320 

376 

436 

25.73 
























































































CAMBRIA STEEL. 389 


UNIFORMLY DISTRIBUTED 
BEAMS ONE INCH THICK 
AND SPRUCE OR EASTERN FIR. 

Modulus of rupture 4 200 pounds per square inch. 


New safe load = Safe load from table X ^?-• 

New factor 


Span 

Depth of Beam in Inches. 

Deflection 
Coefficient for 

in 











White Pine 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

V 

9 

1944 

2212 

2498 

2800 

3120 

3457 

3811 

4183 

4571 

4978 

1.70 

10 

1750 

1991 

2248 

2520 

2808 

3111 

3430 

3764 

4114 

4480 

2.10 

11 

1601 

1810 

2044 

2291 

2552 

2828 

3118 

3422 

3740 

4073 

2.54 

12 

1458 

1659 

1873 

2100 

2340 

2593 

2858 

3137 

3428 

3733 

3.02 

13 

1346 

1531 

1729 

1938 

2160 

2393 

2638 

2896 

3165 

3446 

3.55 

14 

1250 

1422 

1606! 

1800 

2056 

2222 

2450 

2689 

2939 

3200 

4.12 

15 

1167 

1328 

1499 

1680 ! 1872 

2074 

2287 

2510 

2743 

2987 

4.73 

16 

1094 

1244 

1405 

1575 

1755 

1944 

2144 

2353 

2571 

2800 

5.38 

17 

1029 

1171 

1322 

1482 

1652 

1830 

2018 

2214 

2420 

2635 

6.07 

18 

972 

1106 

1249 

1400 

1560 

1728 

1906 

2091 

2286 

2489 

6.80 

19 

921 

1048 

1183 

1326 

1478 

1637 

1805 

1981 

2165 

2358 

7.58 

20 

875 

996 

1124 

1260 

1404 

1556 

1715 

1882 

2057 

2240 

8.40 

21 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

9.26 

22 

795 

905 

1022 

1145 

1276 

1414 

1559 

1711 

1870 

2036 

10.16 

23 

761 

866 

977 

1096 

1221 

1353 

1491 

1637 

1789 

1948 

11.11 

24 

729 

830 

937 

1050 

1170 

1296 

1429 

1569 

1714 

1867 

12.10 

25 

700 

796 

899 

1008 

1123 

1244 

1372 

1506 

1645 

1792 

13.13 

26 

673 

766 

865 

969 

1080 

1197 

1319 

1448 

1582 

1723 

14.20 

27 

648 

737 

833 

‘ 933 

1040 

1152 

1270 

1394 

1524 

1659 

15.31 

28 

625 

711 

803 

900 

1003 

1111 

1225 

1344 

1469 

1600 

16.46 

29 

603 

687 

775 

869 

968 

1073 

1183 

1298 

1419 

1545 

17.66 

30 

583 

664 

749 

840 

936 

1037 

1143 

1255 

1371 

1493 

18.90 

31 

565 

642 

725 

813 

906 ! 1004 

1106 

1214 

1327 

1445 

20.18 

32 

547 

622 

703 

787 

877 

972 

; 1072 

1176 

1286 

1400 

21.50 

33 

534 

603 

681 

764 

850 

943 

! 1039 

1141 

1247 

1358 

22.87 

34 

515 

586 

661 

741 

826 

915 

1009 

1107 

1210 

1318 

24.28 

35 

500 

569 

642 

720 

802 

889 

980 

1076 

! 1176 

1280 

25.73 

36 

486 

553 

624 

700 

780 

864 

953 

1046 

1143 

: 1244 

27.22 

37 

473 

538 

608 

681 

759 

841 

927 

1017 

1112 

1211 

28.75 

38 

460 

524 

592 

663 

739 

819 

903 

991 

1083 

1179 

30.32 

39 

449 

511 

576 

646 

720 

798 

880 

965 

1055 

1149 

31.94 

40 

438 

498 

562 

630 

702 

778 

858 

941 

1029 

1120 

33.60 


























































































390 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS 
FOR RECTANGULAR 
OF SHORT-LEAF 

Allowable fibre stress 1 000 pounds per square inch. Safety factor 6. 
Safe loads for other safety factors may be obtained as follows: 


Span 

Depth of Beam in Inches. 

Deflection 

Coefficient 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

444 

694 

1000 

1361 

1778 

2250 

2778 

3361 

4000 

4694 

5444 

.40 

5 

356 

556 

800 |1089 

1422 

1800 

2222 

2689 

3200 

3756 

4356 

.63 

6 

296 

463 

667 

907 | 1185 

1500 

1852 

2241 

2667 

3130 

3630 

.90 

7 

254 

397 

571 

778 

1016 

1286 

1587 1 1921 

2286 

2683 

3111 

1.23 

8 

222 

347 

500 ; 681 

889 

1125 | 1389 

1681 

2000 

2347 

2722 

1.60 

9 

198 

309 

444 

605 

790 

1000 

1235 

1494 

1778 

2086 1 2420 

2.03 

10 

178 

278 

400 

544 

711 

900 

1111 

1344 

1600 

1878 

2178 

2.50 

11 

162 

253 

364 

495 

646 

818 

1010 

1222 

1455 

1707 

1980 

3.03 

12 

148 

231 

333 

454 

593 

750 

926 

1120 

1333 

1565 

1815 

3.60 

13 

137 

214 

308 

419 

547 

692 

855 

1034 

1231 

1444 

1675 

4.23 

14 

127 

198 

286 

389 

508 

643 

794 

960 

1143 

1341 

1556 

4.90 

15 

119 

185 

267 

363 

474 

600 

741 

896 ! 1067 

1252 

1452 

5.63 

16 

111 

174 

250 

340 

444 

563 

694 

840 

1000 

1174 

1361 

6.40 

17 

105 

163 

235 

320 

418 

529 

654 

791 

941 

1105 

1281 

7.23 

18 

99 

154 

222 

302 

395 

500 

617 

747 

889 

1043 

'1210 

8.10 

19 

94 

146 

211 

287 

374 

474 

585 

708 

842 

988 

1146 

9.03 

20 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

10.00 

21 

85 

132 

190 

259 

339 

429 

529 

640 

762 

894 

1037 

11.03 

22 

81 

126 

182 

247 

323 

409 

505 

611 

727 

854 

990 

12.10 

23 

77 

121 

174 

237 

309 

391 

483 

585 

696 

816 

947 

13.23 

24 


116 

162 

227 

296 

375 

463 

560 

667 

782 

907 

14.40 

25 


111 

160 

218 

284 

360 

444 

538 

640 

751 

871 

15.63 

26 


107 

154 

209 

274 

346 

427 

517 

615 

722 

838 

16.90 

27 


103 

148 

202 

263 

333 

412 

498 

593 

695 

807 

18.23 

28 


99 

143 

194 

254 

321 

397 

480 

571 

671 

778 

19.60 

29 



138 

188 

245 

310 

383 

464 

552 

648 

751 

21.03 

30 



133 

181 

237 

300 

370 

448 

533 

626 

726 

22.50 

31 



129 

176 

229 

290 

358 

434 

516 

606 

703 

24.03 

32 



125 

170 

222 

281 

347 

420 

500 

587 

681 

25.60 

33 



121 

165 

215 

273 

337 

407 

485 

569 

660 

27.23 

34 



118 

160 

209 

265 

327 

395 

471 

552 

641 

28.90 

35 



114 

156 

203 

257 

317 

384 

457 

537 

602 

30.63 


Safe loads for any fibre stress may be readily obtained from this table by 

proportion. 
















































































CAMBRIA STEEL. 391 


UNIFORMLY DISTRIBUTED, 
BEAMS ONE INCH THICK, 
YELLOW PINE. 

Modulus of rupture 6 000 pounds per square inch. 


New safe load = Safe load from table X---. 

New factor 


Span 

in 




Depth of Beam in Inches. 



Deflection 

Coefficient 

V 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

9 

2778 

3160 

3568 

4000 

4457 

4938 

5444 

5975 

6531 

7111 

2.03 

10 

2500 

: 2844 

3211 

3600 

4011 

4444 

4900 

5378 

5878 

6400 

2.50 

11 

2273 

2586 

2919 

3273 

3646 

4040 

4455 

4889 

5343 

5818 

3.03 

12 

2083 

2370 

2676 

3000 

> 3343 

3704 

4083 

4481 

4898 

5333 

3.60 

13 

1923 

2188 

2470 

2769 

3085 

• 3419 

3769 

4137 

4521 

4923 

4.23 

14 

1786 

2032 

2294 

2571 

2865 

3175 

3500~ 

! 3841 

4198 

4571 

4.90 

15 

1667 

1896 

2141 

2400 

2674 

2963 

3267 

3585 

3919 

4267 

5.63 

16 

1563 

1778 

2007 

2250 

2507 

2778 

3062 

3361 

3674 

4000 

6.40 

17 

1471 

1673 

1889 

2118 

2359 

2614 

2882 

3163 

3458 

3765 

7.23 

18 

1389 

1580 

1789 

2000 

2228 

2469 

2722 

2988 

3265 

3556 

8.10 

19 

1316 

1497 

1690 

1895 

2111 

2339 

2579 

2830 

3094 

3368 

9.03 

20 

1250 

1 1422 

1606 

18C0 

2006 

2222 

2450 

2689 

2939 

3200 

10.00 

21 

1190 

1354 

1529 

1714 

1910 

2116 

2333 

2561 

2799 

3048 

11.03 

22 

1136 

1293 

1460 

1636 

1823 

2020 

2227 

2444 

2672 

2909 

12.10 

23 

1087 

1237 

1396 

1565 

1744 

1932 

2130 

2338 

2556 

2783 

13.23 

24 

1042 

1185 

1338 

1500 

1671 

1852 

2042 

2241 

2449 

2667 

14.40 

25 

1000 

1138 

1284 

1440 

1604 

1778 

1960 

2131 

2351 

2560 

15.63 

26 

962 

1094 

1235 

1385 

1543 

1709 

1885 

2068 

2261 

2462 

16.90 

27 

926 

1053 

1189 

1333 

1486 

1646 

1815 

1992 

2177 

2370 

18.23 

28 

893 

1016 

1147 

1286 

1433 

1587 

1750 

1921 

2099 

2286 

19.60 

29 

862 

981 

1107 

1241 

1383 

1533 

1690 

1854 

2027 

2207 

21.03 

30 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

22.50 

31 

806 

918 

1036 

1161 

1294 

1434 

1581 

1735 

1896 ; 

2065 

24.03 

32 

781 

889 

1003 

1125 

1253 

1389 

1531 

1681 

1837 

2000 

25.60 

33 

758 

862 

973 

1091 

1215 

1347 

1485 

1630 

1781 

1939 

27.23 

34 

735 

837 

944 

1059 

1180 

1307 

1441 

1582 

1728 

1882 

28.90 

35 

714 

813 

917 

1029 

1146 

1270 

1400 

1537 

1677 

1829 

30.63 

36 

694 

780 

894 

1000 

1114 

1235 

1361 

1494 

1633 

1778 

32.40 

37 

676 

769 

868 

973 

1084 

1201 

1324 

1453 

1589 

1730 

34.23 

38 

658 

749 

845 

947 

1056 

1169 

1289 

1415 

1547 

1684 

36.10 

39 

641 

729 

823 

923 

1028 

1140 

1256 

1379 

1507 

1641 

38.03 

40 

625 

711 

803 

900 

1003 

mi 

1225 

1344 

1469 

1600 

40.00 


Safe loads for beams of California Redwood, % of above. 
























































































392 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS 
FOR RECTANGULAR 
OF WHITE OAK AND 


Allowable fibre stress 1 200 pounds per square inch. Safety factor 6. 
Safe loads for other safety factors may be obtained as follows: 


Span 

in 

Depth of Beam in Inches. 

Deflection 

Coefficient. 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

533 

833 

1200 

1633 

2133 

2700 

3333 

4033 

4800 

5633 

6533 

.38 

5 

427 

667 

960 

1307 

1707 

2160 

2667 

3227 

3840 

4507 

5227 

.60 

6 

356 

556 

800 

1089 

1422 

■ 1800 

2222 

2689 

3200 

3756 

4356 

.86 

7 

305 

476 

686 

933 

1219 

1543 

1905 

2305 

2743 

3219 

3733 

1.18 

8 

267 

417 

600 

817 

1067 

1350 

1667 

2017 

2400 

2817 

3267 

1.54 

9 

237 

370 

533 

726 

948 

1200 

1481 

1793 

2133 

2504 

| 2904 

1.94 

10 

213 

333 

480 

653 ! 853 

1080 

1333 

1613 

1920 

2253 

2613 

2.40 

11 

194 

303 

436 

594 

776 

982 

1212 

1467 

1745 

2048 

2376 

2.90 

12 

178 

278 

400 

544 

711 

900 

1111 

1344 

1600 

1878 

2178 

3.46 

13 

164 

256 

369 

503 

656 

831 

1026 

1241 

1477 

1733 

2010 

4.06 

14 

152 

238 

343 

467 

610 

771 

952 

1152 

1371 

1610 

1867 

4.70 

15 

142 

222 

320 

436 

569 

720 

889 

1076 

1280 

1502 

1742 

5.40 

16 

133 

208 

300 

408 

533 

675 

833 

1008 

1200 

1408 

1633 

6.14 

17 

125 

196 

282 

384 

502 

635 

784 

949 

1129 ; 1325 

1537 

6.94 

18 

119 

185 

267 

363 

474 

600 

741 

896 

1067 1 1252 

1452 

7.78 

19 

112 

175 

253 

344 

449 

568 

702 

849 

1011 

1186. 

1375 

8.66 

20 

107 

167 

240 

327 

427 

540 

667 

807 

960 

1127 

1307 

9.60 

21 

102 

159 

229 

311 

406 

514 

635 

768 

914 

1073 

1244 

10.58 

22 

97 

152 

218 

297 

388 

491 

606 

733 

873 

1024 

1188 

11.62 

23 

93 

145 

209 

284 

371 

470 

580 

701 

835 

980 

1136 

12.70 

24 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

13.82 

25 

85 

133 

192 

261 

341 

432 

533 

645 

768 

901 

1045 

15.00 

26 


128 

185 

251 

328 

415 

513 

621 

738 

867 

1005 

16.22 

27 


123 

178 

242 

316 

400 

494 

598 

711 

835 

968 

17.50 

28 


119 

171 

233 

305 

386 

476 

576 

686 

805 

933 

18.82 

29 


115 

166 

225 

294 

372 

460 

556 

662 

777 

901 

20.18 

30 


111 

160 

218 

284 

360 

444 

538 

640 

751 

871 

21.60 

31 


108 

155 

211 

275 

348 

430 

520 

619 

727 

843 

23.06 

32 



150 

204 

267 

338 

417 

504 

600 

704 

817 

24.58 

33 



145 

198 

259 

327 

404 

489 

582 

683 

792 

26.14 

34 



141 

192 

251 

318 

392 

475 

565 

663 

769 

27.74 

35 



137 

187 

244 

309 

381 

461 

549 

644 

747 

29.40 


Safe loads for beams of Douglas Fir, Red Pine (Norway Pine), Cypress, 
Chestnut and California Spruce, % of above. 






















































































CAMBRIA STEEL. 393; 


UNIFORMLY DISTRIBUTED, 
BEAMS ONE INCH THICK, 
LONG-LEAF YELLOW PINE. 

Modulus of rupture 7 200 pounds per square inch. 


New safe load = Safe load from table X r?-?-• 

New factor 


Span 

in 



Depth of Beam in Inches. 



Deflection 

Coefficient 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

V 

9 

3333 

3793 

4281 

4800 

5348 

5926 

6533 

7170 

7837 

8533 

1.94 

10 

3000 

3413 

3853 

4320 

4813 

5333 j 

5880 

6453 

7053 

7680 

2.40 

11 

2727< 

1 

3103 

3503 

3927 

4376 

4848 

5355 

5867 | 

6412 

6982 

2.90 

12 

2500 

2844 

3211 i 

3600 | 

4011 

4444 

4900 

5378 

5878 

6400 

3.46 

13 

2308 

2626 

2964 

3323 ! 

■ 

3703 

4103 

4523 

4964 

5426 

5908 

4.06 

14 

2143 

2438 

2752 

3086 

3438 

3810 

4200 | 4610 

5038 

5486 

4.70 

15 

2000 

2276 

2569 

2880 

3209 

3556 

3920 | 

4302 

4702 

5120 

5.40 

16 

1875 

2133 

2408 

2700 

3008 

3333 

3675 

4033 

4433 

4800 

6.14 

17 

1765 

2008 

2267 

2541 

2831 

3137 

3459 

3796 

4149 

4518 

6.94 

18 

1667 

1896 

2141 

2400 

2674 

2963 

3267 

3585 

3819 

4267 

7.78 

19 

1579 

1796 

2027 

2274 

2533 

2807 

3095 

3396 

3712 

4042 

8.66 

20 

1500 

1707 

1927 

2160 

2407 

2667 

2940 

3227 

3527 

3840 

9.60 

21 

1429 

1625 

1835 

2057 

2292 

2540 

2800 

3073 

3359 

3657 

10.58 

22 

1364| 1552 

1752 

1964 

2188 

2424 

2678 

2933 ' 

3206 

3491 

11.62 

23 

1304 

1484 

1675 

1878 

2093 

2319 

2557 

2806 

3067 

3339 

12.70 

24 

1250 

1422 

1606 

1800 

2006 

2222 

2450 

2689 

2939 

3200 

13.82 

25 

1200 

1365 

1541 

1728 

1925 

2133 

2352 

2581 

2821 

3072 

15.00 

26 

1154 

1313 

1482 

1662 

1851 

2051 

2262 

2482 

2713 

2954 

16.22 

27 

mi 

1264 

1427 

1600 

1783 

■ 1975 

2178 

2390 

2612 

2844 

17.50 

28 

1071 

1219 

1376 

1543 

1719 

1905 

2100 

2305 

2519 

2743 

18.82 

29 

1034 

1177 

1329 

1490 

1660 

1839 

2028 

2225 

2432 

2648 

20.18 

30 

1000 

1138 

1284 

1440 

1604 

1778 

1960 

2151 

2351 

2560 

21.60 

31 

968 

1101 

1243 

1394 

1553 

1720 

1897 

2082 

! 2275 

2477 

23.06 

32 

938 

1067 

1204 

1350 

1504 

1667 

1838 

2017 

2217 

J 2400 

24.58 

33 

909 

1034 

1168 

1309 

1459 

1616 

1785 

1956 

2137 

! 2327 

26.14 

34 

882 

1004 

1133 

1271 

1416 

1569 

1729 

1898 

2075 

2259 

27.74 

35 

857 

975 

1101 

1234 

1375 

1524 

1680 

1844 

2013 

2194 

29.40 

36 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

31.10 

37 

811 

923 

1041 

1168 

1301 

1441 

1589 

1744 

1906 

2076 

32.86 

38 

789 

893 

1014 

1137 

1267 

1404 

1547 

1698 

1856 

2021 

34.66 

39 

769 

875 

988 

1108 

1234 

1368 

1508 

1655 

1809 

1969 

36.50 

40 

750 

853 

963 

1080 

1203 

1333 

1470 

1613 

1763 

1920 

38.40 


Safe loads for beams of Hemlock, K of above. 

























































































394 


CAMBRIA STEEL. 


STRENGTH OF SOLID WOODEN COLUMNS OF 
DIFFERENT KINDS OF TIMBER. 

For various values of -r‘ 

d 

1 = length of column in inches, d = least diameter in inches. 

Based on the Formula of the U. S. Department of Agri¬ 
culture, Division of Forestry. 


P 


700 + 15c 
700 + 15c + c 2 * 


P = ultimate strength in pounds per square inch. 

F = ultimate crushing strength of timber. c = d ' 

Values of F are those given in table on pages 386 and 387 herein. 


Ultimate Strength in Pounds per Square Inch. 





Red Pine (Norway Pine), 



White Oak and 

Douglas Fir 

Spruce or Eastern 

White Pine 


Southern Long-leaf 

and Short-leaf 

Fir, Hemlock, Cypress, 
Chestnut, California 

and 


or Georgia 

Yellow Pine. 

Cedar. 


Yellow Pine. 

Redwood and Cali¬ 
fornia Spruce. 



F 

5000 

4500 

4000 

3500 

1 

d 





2 # 

4973 

4475 

3978 

3481 

3 

4940 

4446 

3952 

3458 

4 

4897 

4407 

3918 

3428 

5 

4844 

4359 

3875 

3391 

6 

4782 

4304 

3826 

3347 

7 

4713 

4242 

3770 

3299 

8 

4638 

4174 

3710 

3247 

9 

4558 

4102 

3646 

3190 

10 

4474 

4026 

3579 

3132 

11 

4386 

3948 

3509 

3070 

12 

4297 

3867 

3438 

3008 

13 

4206 

3785 

3365 

2944 

14 

4114 

3703 

3291 

2880 

15 

4022 

3620 

3217 

2815 

16 

3930 

3537 

3144 

2751 

17 

3838 

3455 

3071 

2687 

18 

3748 

3373 

2998 

3624 

19 

3659 

3293 

2927 

2561 


For safety factors for various classes of structures to'be used in connection with 

the above table, see p. 380. 

























CAMBRIA STEEL. 


395 


STRENGTH OF SOLID WOODEN COLUMNS OF 
DIFFERENT KINDS OF TIMBER. 

For various values of —• 

d 

1 = length of column in inches, d = least diameter in inches. 


Based on the Formula of the U. S. Department of Agri¬ 
culture, Division of Forestry. 

700 + 15c 


P = F/x 

700 + 15c + c 2 
P = ultimate strength in pounds per square inch. 

F = ultimate crushing strength of timber. c = 


Values of F are those given in table on pages 386 and 387 herein. 


Ultimate Strength in Pounds per Square Inch. 



White Oak and 
Southern Long-leaf 
or Georgia 
Yellow Pine. 

Douglas Fir 
and Short-leaf 
Yellow Pine. 

Red Pine (Norway Pine), 
Spruce or Eastern 
Fir, Hemlock, Cypress, 
Chestnut, California 
Redwood and Cali¬ 
fornia Spruce. 

White Pine 
and 
Cedar. 

F 

5000 

4500 

4000 

3500 

1 

d 

20 

3571 

3214 

2857 

2500 

21 

3486 

3137 

2788 

2440 

22 

3402 

3061 

2721 

2381 

23 

3320 

2988 

2656 

2324 

24 

3240 

2916 

2592 

2268 

25 

3162 

2846 

2529 

2213 

26 

3086 

2777 

2469 

2160 

27 

3013 

2711 

2410 

2109 

28 

2941 

2647 

2353 

2059 

29 

2872 

2585 

2298 

2010 

30 

2805 

2524 

2244 

1963 

32 

2677 

2409 

2142 

1874 

34 

2557 

2301 

2046 

1790 

36 

2445 

2200 

1956 

1711 

38 

2340 

2106 

1872 

1638 

40 

2241 

2017 

1793 

1569 

42 

2149 

1934 

1719 

1505 

44 

2063 

1857 

1650 

1444 

46 

1982 

1784 

1586 

1388 

48 

1907 

1716 

1525 

1335 

50 

1835 

1652 

1468 

1285 


For safety factors for various classes of structures to be used in connection with 

the above table, see p. 380 . 



























396 


CAMBRIA STEEL. 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Pah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water = 1. 

Average 
Weight of One 
Cubio Foot. 
Pounds. 

Air, atmospheric at 60 degrees F., under pressure of 
one atmosphere, or 14.7 pounds per square inch, 
weighs as much as water. 

Aluminum. 

Anthracite, 1.3 to 1.84; of Penna., 1.3 to 1.7. 

broken, of any size, loose. 

.00123 

2.6 

1.5 

.0765 

162 

93.5 

52 to 57 
56 to 60 

“ moderately shaken. 


“ heaped bushel, loose, 77 to 83 
pounds. 


“ a ton loose occupies 40 to 43 
cubic feet. 



Antimony, cast. 

native. 

Ash, perfectly dry (see note p. 399). 

“ American White, dry (see note p. 399). 

Ashes of soft coal, solidly packed. 

6.70 

6.67 

.752 

.61 

418 

416 

47 

38 

40 to 45 
87.3 

504 

524 

150 

125 

100 

140 

125 

100 

Asphaltum, 1 to 1.8. 

Brass (copper and zinc), cast, 7.8 to 8.4. 

“ rolled. 

Brick, best pressed. 

1.4 

8.1 

8.4 

“ common and hard. 


** soft inferior. 


Brickwork, pressed brick, fine joints. 


medium quality. 


coarse, inferior, soft. 


at 125 pounds per cubic foot, 1 cubic 
yard equals 1.507 tons, and 17.92 
cubic feet equal 1 ton. 


Bronze, copper 8, tin 1 (gun metal). 

Cement, Portland, per barrel, net, 376 pounds... 

8.5 

529 

per bag, net, 94 pounds. 



standard proportioning. 


100 

108 to 115 
88 to 92 
135 

packed, as in barrels. 


“ “ loose. 


Cement Mortar, Portland, 1 : 2^. 


Cement, Natural, per barrel, net, 282 pounds. 


per bag, net, 94 pounds. 



Cement Barrel, 15-30 pounds, average 20 pounds.. . 



Charcoal of pines and oaks. 


15 to 30 
156 

42 

40 

119 

63 

--—- 

Chalk. 

Cherry, perfectly dry (see note p. 399). 

Cinders*. 

2.5 

.672 

Clay, potters’, dry, 1.8 to 2.1. 

“ dry in lump, loose. 

1.9 

—---—- - —■ --—--- 



* Meaning coal ashes and clinkers. 
























































CAMBRIA STE11L. 


397 

SPECIFIC GRAVITIES AND WEIGHTS 

OF 

VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Pah., 

Average 

Average 

Barometer 30 Inches. 

Specific 

Weight of One 


Gravity. 

Cubic Foot. 

Weight of One Cubic Foot, 62.355 Pounds. 

Water = 1. 

Pounds. 

Coal, anthracite (see Anthracite). 



“ bituminous, solid, 1.2 to 1.5. 

1.35 

84 

“ bituminous, solid, Cambria Co., Pa., 1.27-1.34. 


79 to 84 

“ bituminous, broken, of any size, loose. 


47 to 52 

“ bituminous, moderately shaken. 


51 to 56 

“ bituminous, a heaped bushel, loose, 70 to 78. . . 



“ bituminous, 1 ton occupies 43 to 48 cubic feet. . 

% 


Coke, loose, good quality. 


23 to 32 

“ loose, a heaped bushel, 35 to 42. 



“ 1 ton occupies 80 to 97 cubic feet. 



Concrete, Cinder,* with Portland Cement. 


112 

Conglomerate “ “ . 


150 

“ Gravel “ “ . 


150 

“ Limestone “ “ . 


148 

“ Sandstone “ “ . 


143 

“ Trap “ “ . 


155 

Concrete, loose, unrammed, weighs 5 to 25% lighter, 



varying with consistency. 



r'nrnndnm, pure, 3.8 to 4. 

3.9 


Copper, cast, 8.6 to 8.8. 

8.7 

542 

rolled, 8.8 to 9. 

8.9 

555 

Cork, dry (see note p. 399). 

.24 

15 

Parfh rnmmnn loam, perfectlv dry. loose. 


72 to 80 

“ “ “ perfectly dry, shaken. 


82 to 92 

“ “ “ perfectly dry, rammed. 


90 to 100 

“ “ “ slightly moist, loose. 


70 to 76 

“ “ “ more moist, loose. 


66 to 68 

“ “ “ more moist, shaken. 


75 to 90 

“ “ “ more moist, packed. 


90 to 100 

“ “ “ as soft flowing mud. 


104 to 112 

“ “ “ as soft flowing mud well 



pressed . 


110 to 120 

Elm, perfectly dry (see note p. 399) . 

.56 

35 

Flint . 

2.6 

162 

Glass, 2.5 to 3.45. 

2.98 

186 

“ common window. 

2.52 

157 

Gneiss, common, 2.62 to 2.76. 

2.69 

168 

* 4 in 1r»nsp niles. 


96 

Gold, cast, pure or 24 karat. 

19.258 

1204 

“ pure, hammered. 

19.5 

1217 

Granite, 2.56 to 2.88. 

2.72 

170 



120 

Greenstone, trap, 2.8 to 3.2. 

3.00 

187 

Gypsum, plaster of Paris, 2.24 to 2.30. 

2.27 

141.6 

* Meaning coal ashes and clinkers. 































































398 CAMBRIA STEEL. 

SPECIFIC GRAVITIES AND WEIGHTS 
VARIOUS SUBSTANCES. 

OF 

« 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fall., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water = 1. 

Average 
Weight of One 
Cubic Foot. 
Pounds. 

Hickory, perfectly dry (see note p. 399). 

.85 

53 

Ice, .917 to .922. 

.92 

57.4 

Iron, cast, 6.9 to 7.4. 

7.15 

446 

“ grey foundry, cold. 

7.21 

450 

molten. 

6.94 

433 

“ wrought. 

7.69 

480 

Lead, commercial. 

11.38 

709.6 

Lignumvitse (dry). 

.65-1.33 

41 to 83 

Limestone and marble. 

2.6 

164.4 

Lime, quick. 

1.5 

95 

quick, ground, well shaken, per struck bushel 



80 pounds. 


64 

“ quick, ground, thoroughly shaken, per struck 



bushel 93^ pounds. 


75 

Locust, dry (see note p. 399). 

.71 

44 

Mahogany, Spanish, dry (see note p. 399). 

.85 

53 

Honduras, dry (see note p. 399). 

.56 

35 

Maple, dry (see note p. 399). 

.79 

49 

Marble (see Limestone). 



Masonry of granite or limestone, well-dressed. 


165 

of granite, well-scabbled mortar rubble, 



about H of mass will be mortar. 


154 

of granite, well-scabbled dry rubble. 


138 

of granite, roughly scabbled mortar rubble, 



about }/i to Yz of mass will be mortar . . 


150 

of granite, scabbled dry rubble. 


125 

of sandstone, % less than granite. 



Masonry of brickwork (see Brickwork). 



Masonry Debris. 


90 

Mercury, at 32 degrees Fah. 

13.62 

849 

Mica, 2.75 to 3.1. 

2.93 

183 

Mortar, hardened, 1.4 to 1.9. 

1.65 

103 

Mud, dry, close. 


80 to 110 

“ wet, moderately pressed. 


110 to 130 

“ “ fluid. 


104 to 120 

Oak, live, perfectly dry, .88-1.02 (see note p. 399). . 

. 

.95 

59.3 

Red, Black, perfectly dry. . .. 


32 to 45 

Petroleum. 

.878 

54.8 

Pitch. 

1 15 

71 7 

Poplar, dry (see note p. 399). 

.47 

29 

Plaster of Paris. 


140 

Platinum. 

21.5 

1342 
























































CAMBRIA STEEL. 399 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure "Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water = 1. 

Average 
Weight of One 
Cubic Foot. 
Pounds. 

Quartz. 

2.65 

165 

Rosin. 

1.10 

68.6 

Salt, coarse (per struck bushel, Syracuse, N. Y., 



56 pounds). 


45 

Sand, of pure quartz, perfectly dry and loose. 


90 to 106 

voids full of water. 


118 to 129 

“ “ “ very large and small grains, 



dry. 


117 

Sandstone, 2.1 to 2.73, 131 to 171. 

2.41 

151 

quarried and piled, 1 measure solid makes 



1% (about) piled. 


86 



160 to 180 

“ Furnace, Granulated. 


53 

Snow, fresh fallen . 


5 to 12 

“ moistened compacted hy rain . 


15 to 50 

Sycamore, perfectly dry (see note below). 

.59 

37 

Shales, red or black, 2.4 to 2.8. 

2.6 

162 

Silver . . 

10.5 

655 

Slate, 2.7 to 2.9. 

2.8 

175 

Soapstone, 2.65 to 2.8. 

2.73 

170 

Steel . 

7.85 

489.6 

Sulphur. 

2.00 

125 

Tallow . 

.94 

58.6 


1.15 

71.7 

Tin, cast, 7.2 to 7.5. 

7.35 

459 

Walnut, Black, perfectly dry (see note below). 

.61 

38 

Water, pure rain, distilled, at 32 degrees F., Bar. 



30 inches. 


62.417 

“ “ “ at 62 degrees F., Bar. 



30 inches. 

1 

62.355 

“ “ “ at 212 degrees F., Bar. 



30 inches. 


59.7 

“ sea, 1.026 to 1.030. 

1.028 

64.08 

Zinc or spelter, 6.8 to 7.2. 

7.00 

437.5 


Note. —Green timbers usually weigh from one-fifth to nearly one-half more 
than dry; ordinary building timbers, tolerably seasoned, one-sixth more. 

For Specific Gravities of woods not given in this table, see page 380. 












































400 CAMBRIA STEEL. 


STANDARD DECIMAL GAUGE. 


Standard 

Decimal Gauge 

in 

Inches. 

Thickness 

in Fractions 

of 

an Inch. 

Approximate 

Thickness 

in 

Millimetres. 

Weight per Square Foot 
in Pounds, Avoirdupois. 

IRON. 

Basis—480 
Pounds 

per Cubic Foot. 

STEEL. 

Basis—489.6 
Pounds 

per Cubic Foot. 

.002 

1-500 

.05080010 

.08 

.0816 

.004 

1-250 

.10160020 

.16 

.1632 

.006 

3-500 

.15240030 

.24 

.2448 

.008 

1-125 

.20320041 

.32 

.3264 

.010 

1-100 

.25400051 

.40 

.4080 

.012 

3-250 

.30480061 

.48 

.4896 

.014 

7-500 

.35560071 

.56 

.5712 

.016 

2-125 (ft+) 

.40640081 

.64 

.6528 

.018 

9-500 

.45720091 

.72 

.7344 

.020 

1-50 

.50800102 

.80 

.8160 

.022 

11-500 

.55880112 

.88 

.8976 

.025 

1-10 

.63500127 

1.00 

1.0200 

.028 

7-250 

.71120142 

1.12 

1.1424 

.032 

4-125(ft+) 

.81280163 

1.28 

1.3056 

.036 

9-250 

.91440183 

1.44 

1.4688 

.040 

1-25 

1.01600203 

1.60 

1.6320 

.045 

9-200 

1.14300229 

1.80 

1.8360 

.050 

1-20 

1.27000254 

2.00 

2.0400 

.055 

11-200 

1.39700280 

2.20 

2.2440 

.060 

3-50 (ft-) 

1.52400305 

2.40 

2.4480 

.065 

13-200 

1.65100330 

2.60 

2.6520 

.070 

7-100 

1.77800356 

2.80 

2.8560 

.075 

3-40 

1.90500381 

3.00 

3.0600 

.080 

2-25 

2.03200406 

3.20 

3.2640 

.085 

17-200 

2.15900432 

3.40 

3.4680 

.090 

9-100 

2.28600457 

3.60 

3.6720 

.096 

19-200 

2.41300483 

3.80 

3.8760 

.100 

1-10 

2.54000508 

4.00 

4.0800 

.110 

11-100 

2.79400559 

4.40 

4.4880 

.125 

1-8 

3.17500630 

5.00 

5.1000 

.135 

27-200 

3.42900686 

5.40 

5.5080 

.150 

3-20 

3.81000762 

6.00 

6.1200 

.165 

33-200 

4.19100838 

6.60 

6.7320 

.180 

9-50 

4.57200914 

7.20 

7.3440 

.200 

1-5 

5.08001016 

8.00 

8.1600 

.220 

11-50 

5.58801118 

8.80 

8.9760 

.240 

6-25 

6.09601219 

9.60 

9.7920 

.250 

1-4 

6.35001270 

10.00 

10.2000 
















CAMBRIA STEEL. 401 


WIRE AND SHEET METAL GAUGES. 

In Decimals of an Inch. 


Number 

of 

Gauge. 

Birm¬ 

ingham 

"or 

Stubs 

Iron 

Wire 

Gauge. 

American 

or 

Brown & 
Sharpe 
Wire Gauge. 

United States 
Standard Gauge 
for 

Sheet and Plate 
Iron and Steel. 

Washburn & 
Moen Manu¬ 
facturing Co. 
and John A. 
Roebling’s 
Sons Co. 
Wire Gauge. 

Trenton 
Iron Co. 
Wire 
Gauge. 

American 
Screw Co. 
Screw 
Wire 
Gauge. 

British 

Imperial 

orEnglish 

Legal 

Standard 

Wire 

Gauge. 

0000000 



.5 




.500 

000000 



.46875 

.4600 



.464 

00000 



.4375 

.4300 

.450 


.432 

0000 

.454 

.460000 

.40625 

.3938 

.400 


.400 

000 

.425 

.409642 

.375 

.3625 

.360 

.0315 

.372 

00 

.380 

.364796 

.34375 

.3310 

.330 

.0447 

.348 

0 

.340 

.324861 

.3125 

.3065 

.305 

.0578 

.324 

1 

.300 

.289297 

.28125 

.2830 

.285 

.0710 

.300 

2 

.284 

.257627 

.265625 

.2625 

.265 

.0842 

.276 

3 

.259 

.229423 

.25 

.2437 

.245 

.0973 

.252 

4 

.238 

.204307 

.234375 

.2253 

.225 

.1105 

.232 

5 

.220 

.181940 

.21875 

.2070 

.205 

.1236 

.212 

6 

.203 

.162023 

.203125 

.1920 

.190 

.1368 

.192 

7 

.180 

.144285 

.1875 

.1770 

.175 

.1500 

.176 

8 

.165 

.128490 

.171875 

.1620 

.160 

.1631 

.160 

9 

.148 

.114423 

.15625 

.1483 

.145 

.1763 

.144 

10 

.134 

.101897 

.140625 

.1350 

.130 

.1894 

.128 

11 

.120 

.090742 

.125 

.1205 

.1175 

.2026 

.116 

12 

.109 

.080808 

.109375 

.1055 

.105 

.2158 

.104 

13 

.095 

.071962 

.09375 

.0915 

.0925 

.2289 

.092 

14 

.083 

.064084 

.078125 

.0800 

.0806 

.2421 

.080 

15 

.072 

.057068 

.0703125 

.0720 

.070 

.2552 

.072 

16 

.065 

.050821 

.0625 

.0625 

.061 

.2684 

.064 

17 

.058 

.045257 

.05625 

.0540 

.0525 

.2816 

.056 

18 

.049 

.040303 

.05 

.0475 

.045 

.2947 

.048 

19 

.042 

.035890 

.04375 

.0410 

.040 

.3079 

.040 

20 

.035 

.031961 

.0375 

.0348 

.035 

.3210 

.036 

21 

.032 

.028462 

.034375 

.03175 

.031 

.3342 

.032 

22 

.028 

.025346 

.03125 

.0286 

.028 

.3474 

.028 

23 

.025 

.022572 

.028125 

.0258 

.025 

.3605 

.024 

24 

.022 

.020101 

.025 

.0230 

.0225 

.3737 

.022 

25 

.020 

.017900 

.021875 

.0204 

.020 

.3868 

.020 

26 

.018 

.015941 

.01875 

.0181 

.018 

.4000 

.018 

27 

.016 

.014195 

.0171875 

.0173 

.017 

.4132 

.0164 

28 

.014 

.012641 

.015625 

.0162 

.016 

.4263 

.0148 

29 

.013 

.011257 

.0140625 

.0150 

.015 

.4395 

.0136 

30 

.012 

.010025 

.0125 

.0140 

.014 

.4526 

.0124 

31 

.010 

.008928 

.0109375 

.0132 

.013 

.4658 

.0116 

32 

.009 

.007950 

.01015625 

.0128 

.012 

.4790 

.0108 

33 

.008 

.007080 

.009375 

.0118 

.011 

.4921 

.0100 

34 

.007 

.006305 

.00859375 

.0104 

.010 

.5053 

.0092 

35 

.005 

.005615 

.0078125 

.0095 

.0095 

.5184 

.0084 

36 

.004 

005000 

.00703125 

.0090 

.009 

.5316 

.0076 

37 


.004453 

.006840625 

.0085 

.0085 

.5448 

.0068 

38 


.003965 

.00625 

.0080 

.008 

.5579 

.0060 

39 


.003531 


.0075 

.0075 

.5711 

.0052 

40 


.003144 


.0070 

.007 

.5842 

.0048 





































402 CAMBRIA STEEL. 


WEIGHTS OF SHEETS AND PLATES OF 
STEEL, WROUGHT IRON, COPPER AND BRASS. 

American or Browne & Sharpe Gauge. 


Number 

of 

Gauge. 

Thickness 

in 

Inches. 

Weight per Square Foot. 

Steel. 

Iron. 

Copper. 

Brass. 

0000 

.460000 

18.7680 

18.4000 

20.8380 

19.6880 

000 

.409642 

16.7134 

16.3857 

18.5568 

17.5327 

00 

.364796 

14.8837 

14.5918 

16.5253 

15.6133 

0 

.324861 

13.2543 

12.9944 

14.7162 

13.9041 

1 

.289297 

11.8033 

11.5719 

13.1052 

12.3819 

2 

.257627 

10.5112 

10.3051 

11.6705 

11.0264 

3 

.229423 

9.3605 

9.1769 

10.3929 

9.8193 

4 

.204307 

8.3357 

8.1723 

9.2551 

8.7443 

5 

.181940 

7.4232 

7.2776 

8.2419 

7.7870 

6 

.162023 

6.6105 

6.4809 

7.3396 

6.9346 

7 

.144285 

5.8868 

5.7714 

6.5361 

6.1754 

8 

.128490 

5.2424 

5.1396 

5.8206 

5.4994 

9 

.114423 

4.6685 

4.5769 

5.1834 

4.8973 

10 

.101897 

4.1574 

4.0759 

4.6159 

4.3612 

11 

.090742 

3.7023 

3.6297 

4.1106 

3.8838 

12 

.080808 

3.2970 

3.2323 

3.6606 

3.4586 

13 

.071962 

2.9360 

2.8785 

3.2599 

3.0800 

14 

.064084 

2.6146 

2.5634 

2.9030 

2.7428 

15 

.057068 

2.3284 

2.2827 

2.5852 

2.4425 

16 

.050821 

2.0735 

2-0328 

2.3022 

2.1751 

17 

.045257 

1.8465 

1.8103 

2.0501 

1.9370 

18 

.040303 

1.6444 

1.6121 

1.8257 

1.7250 

19 

.035890 

1.4643 

1.4356 

1.6258 

1.5361 

20 

.031961 

1.3040 

1.2784 

1.4478 

1.3679 

21 

.028462 

1.1612 

1.1385 

1.2893 

1.2182 

22 

.025346 

1.0341 

1.0138 

1.1482 

1.0848 

23 

.022572 

.92094 

.90288 

1.0225 

.96608 

24 

.020101 

.82012 

.80404 

.91058 

.86032 

25 

.017900 

.73032 

.71600 

.81087 

.76612 

26 

.015941 

.65039 

.63764 

.72213 

.68227 

27 

.014195 

.57916 

.56780 

.64303 

.60755 

28 

.012641 

.51575 

.50564 

.57264 

.54103 

29 

.011257 

.45929 

.45028 

.50994 

.48180 

30 

.010025 

.40902 

.40100 

.45413 

.42907 

31 

.008928 

.36426 

.35712 

.40444 

.38212 

32 

.007950 

.32436 

.31800 

.36014 

.34026 

33 

.007080 

.28886 

.28320 

.32072 

.30302 

34 

.006305 

.25724 

.25220 

.28562 

.26985 

35 

.005615 

.22909 

.22460 

.25436 

.24032 

36 

.005000 

.20400 

.20000 

.22650 

.21400 

37 

.004453 

.18168 

.17812 

.20172 

.19059 

38 

.003965 

.16177 

.15860 

.17961 

.16970 

39 

.003531 

.14406 

.14124 

.15995 

.15113 

40 

.003144 

.12828 

.12576 

.14242 

.13456 


For weights of steel plates rs" and over in thickness, see “Table of Weights 
of Flat Rolled Bars,” pages 429 to 440 inclusive. 






















CAMBRIA STEEL 


403 


WEIGHTS OF SHEETS AND PLATES OF 
STEEL, WROUGHT IRON, COPPER AND BRASS. 

Birmingham Gauge. 


Number 

Thickness 


Weight per Square Foot. 


of 

Gauge. 

in 

Inches. 

Steel. 

Iron. 

Copper. 

Brass. 

0000 

.454 

18.5232 

18.16 

20.5662 

19.4312 

000 

.425 

17.3400 

17.00 

19.2525 

18.1900 

00 

.380 

15.5040 

15.20 

17.2140 

16.2640 

0 

.340 

13.8720 

13.60 

15.4020 

14.5520 

1 

.300 

12.2400 

12.00 

13-5900 

12.8400 

2 

.284 

11.5872 

11.36 

12.8652 

12.1552 

3 

.259 

10.5672 

10.36 

11.7327 

11.0852 

4 

.238 

9.7104 

9.52 

10.7814 

10.1864 

5 

.220 

8.9760 

8-80 

9.966 

9.4160 

6 

.203 

8.2824 

8.12 

9.1959 

8.6884 

7 

.180 

7.3440 

7.20 

8.1540 

7.7040 

8 

.165 

6.7320 

6.60 

7.4745 

7.0620 

9 

.148 

6.0384 

5.92 

6.7044 

6-3344 

10 

.134 

5.4672 

5.36 

6.0702 

5.7352 

11 

.120 

4.8960 

4.80 

5.4360 

5.1360 

12 

.109 

4.4472 

4.36 

4.9377 

4.6652 

13 

.095 

3.8760 

3-80 

4.3035 

4.0660 

14 

.083 

3.3864 

3.32 

3-7599 

3.5524 

15 

.072 

2.9376 

2.88 

3.2616 

3.0816 

16 

.065 

2.6520 

2.60 

2.9445 

2.7820 

17 

.058 

2.3664 

2.32 

2.6274 

2.4824 

18 

.049 

1.9992 

1.96 

2.2197 

2.0972 

19 

.042 

1.7136 

1.68 

1.9026 

1.7976 

20 

.035 

1.4280 

1.40 

1.5855 

1.4980 

21 

.032 

1.3056 

1.28 

1.4496 

1.3696 

22 

.028 

1.1424 

1.12 

1.2684 

1.1984 

23 

.025 

1.0200 

1.00 

1.1325 

1.0700 

24 

.022 

.8976 

.88 

.9966 

.9416 

25 

.020 

.8160 

.80 

.9060 

.8560 

26 

.018 

.7344 

.72 

.8154 

.7704 

27 

.016 

.6528 

.64 

.7248 

.6848 

28 

.014 

.5712 

.56 

.6342 

.5992 

29 

.013 

.5304 

.52 

.5889 

.5564 

30 

.012 

.4896 

.48 

.5436 

.5136 

31 

.010 

.4080 

.40 

.4530 

.4280 

32 

.009 

.3672 

.36 

.4077 

•8852 

33 

.008 

.3264 

.32 

.3624 

.3424 

34 

.007 

.2856 

.28 

.3171 

.2996 

35 

.005 

.2040 

.20 

.2265 

.2140 

36 

.004 

.1632 

.16 

.1812 

.1712 

Specific Gravities. 

7.85 

7.70 

8.72 

8.24 

weight of 

U 

a Cubic Foot . . 

‘ “ Inch .. 

489.6 

.2833 

480.0 

.2778 

543.6 

.3146 

513.6 

.2972 





























404 CAMBRIA STEEL. 


DECIMALS OF A FOOT FOR EACH ^ OF 

AN INCH. 


Inch . 

0 " 

1 " 

2 " 

3 " 

4 " 

5 " 

0 

0 

.0833 

.1667 

.2500 

.3333 

.4167 


.0013 

.0846 

.1680 

.2513 

.3346 

.4180 


.0026 

.0859 

.1693 

.2526 

.3359 

.4193 

3 

64 

.0039 

.0872 

.1706 

.2539 

.3372 

.4206 

1 

16 

.0052 

.0885 

.1719 

.2552 

.3385 

.4219 

5 

64 

.0065 

.0898 

.1732 

.2565 

.3398 

.4232 

A 

.0078 

.0911 

.1745 

.2578 

.3411 

.4245 

7 

64 

.0091 

.0924 

.1758 

.2591 

.3424 

.4258 

1 

8 

.0104 

.0937 

.1771 

.2604 

.3437 

.4271 

9 

64 

.0117 

.0951 

.1784 

.2617 

.3451 

.4284 

5 

3J 

.0130 

.0964 

.1797 

.2630 

.3464 

.4297 

11 

64 

.0143 

.0977 

.1810 

.2643 

.3477 

.4310 

_3_ 

16 

.0156 

.0990 

.1823 

.2656 

.3490 

.4323 

13 

64 

.0169 

.1003 

.1836 

.2669 

.3503 

.4336 

7 

32 

.0182 

.1016 

.1849 

.2682 

.3516 

.4349 

15 

64 

.0195 

.1029 

.1862 

.2695 

.3529 

.4362 

1 

4 

.0208 

.1042 

.1875 

.2708 

.3542 

.4375 

17 

64 

.0221 

.1055 

.1888 

.2721 

.3555 

.4388 

9 

32 

.0234 

.1068 

.1901 

.2734 

.3568 

.4401 

19 

64 

.0247 

.1081 

.1914 

.2747 

.3581 

.4414 

5 

16 

.0260 

.1094 

.1927 

.2760 

.3594 

.4427 

21 

64 

.0273 

.1107 

.1940 

' .2773 

.3607 

.4440 

11 

32 

.0286 

.1120 

.1953 

.2786 

.3620 

.4453 

23 

64 

.0299 

.1133 

.1966 

.2799 

.3633 

.4466 

3 

8 

.0312 

.1146 

.1979 

.2812 

.3646 

.4479 

25 

64 

.0326 

.1159 

.1992 

.2826 

.3659 

.4492 

1 3 

32 

.0339 

.1172 

.2005 

.2839 

.3672 

.4505 

27 

64 

.0352 

.1185 

.2018 

.2852 

.3685 

.4518 

7 

X6 

.0365 

,1198 

.2031 

.2865 

.3698 

.4531 

24 

64 

.0378 

.1211 

.2044 

.2878 

.3711 

.4544 

1 5 

3 2' 

.0391 

.1224 

.2057 

.2891 

.3724 

.4557 

3i 

64 

.0404 

.1237 

.2070 

.2904 

.3737 

.4570 

1 

2 

.0417 

.1250 

.2083 

.2917 1 

.3750 

.4583 

























CAMBRIA STEEL. 405 


DECIMALS OF A FOOT FOR EACH & OF 

AN INCH. 


Inch. 

6" 

i yr / 

8 " 

9 " 

10" 

11 " 

0 

.5000 

.5833 

.6667 

.7500 

.8333 

.9167 

1 

64 

.5013 

.5846 

.6680 

.7513 

.8346 

.9180 

1 

32 

.5026 

.5859 

.6693 

.7526 

.8359 

.9193 

3 

64 

.5039 

.5872 

.6706 

.7539 

.8372 

.9206 

1 

16 

.5052 

.5885 

.6719 

.7552 

.8385 

.9219 

5 

64 

.5065 

.5898 

.6732 

.7565 

.8398 

.9232 

3 

32 

.5078 

.5911 

.6745 

.7578 

.8411 

.9245 

7 

64 

.5091 

.5924 

.6758 

.7591 

.8424 

.9258 

1 

8 

.5104 

.5937 

.6771 

.7604 

.8437 

.9271 

9 

64 

.5117 

.5951 

.6784 

.7617 

.8451 

.9284 

5 

32 

.5130 

.5964 

.6797 

.7630 

.8464 

.9297 

11 

64 

.5143 

.5977 

.6810 

.7643 

.8477 

.9310 

A 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 

13 

64 

.5169 

.6003 

.6836 

.7669 

.8503 

.9336 

7 

32 

.5182 

.6016 

.6849 

.7682 

.8516 

.9349 

15 

64 

.5195 

.6029 

.6862 

.7695 

.8529 

.9362 

1 

4 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 

17 

64 

.5221 

.6055 

.6888 

.7721 

.8555 

.9388 

9 

3 2 

.5234 

.6068 

.6901 

.7734 

.8568 

.9401 

19 

64 

.5247 

.6081 

.6914 

.7747 

.8581 

.9414 

5 

16 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 

21 

64 

.5273 

.6107 

.6940 

.7773 

.8607 

.9440 

11 

32 

.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

23 

64 

.5299 

.6133 

.6966 

.7799 

.8633 

.9466 

3 

8 

.5312 

.6146 

.6979 

.7812 

.8646 

.9479 

25 

6 4 

.5326 

.6159 

.6992 

.7826 

.8659 

.9492 

13 

3 2 

.5339 

.6172 

.7005 

.7839 

.8672 

.9505 

27 

6 4 

.5352 

.6185 

.7018 

.7852 

.8685 

.9518 

7 

16 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

29 

.5378 

.6211 

.7044 

.7878 

.8711 

.9544 

15 

3 2 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 

31 

.5404 

.6237 

.7070 

.7904 

.8737 

.9570 

V 

2 1 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

























406 CAMBRIA STEEL. 


DECIMALS OF A FOOT FOR EACH ^ OF 

AN INCH. 


Inch. 

0 " 

1 " 

2 " 

3 " 

4 " 

5 " 

fi 

.0430 

.1263 

.2096 

.2930 

.3763 

.4596 

17 

32 

.0443 

.1276 

.2109 

.2943 

.3776 

.4609 

35 

64 

.0456 

.1289 

.2122 

.2956 

.3789 

.4622 

9 

T6 

.0469 

.1302 

.2135 

.2969 

.3802 

.4635 

37 

64 

.0482 

.1315 

.2148 

.2982 

.3815 

.4648 

19 

32 

.0495 

.1328 

.2161 

.2995 

.3828 

.4661 

39 

64 

.0508 

.1341 

.2174 

.3008 

.3841 

.4674 

5 

8 

.0521 

.1354 

.2188 

.3021 

.3854 

.4688 

41 

64 

.0534 

.1367 

.2201 

.3034 

.3867 

.4701 

» 

.0547 

.1380 

.2214 

.3047 

.3880 

.4714 

43 

64 

.0560 

.1393 

.2227 

.3060 

.3893 

.4727 

11 

16 

.0573 

.1406 

.2240 

.3073 

.3906 

.4740 

45 

64 

.0586 

.1419 

.2253 

.3086 

.3919 

.4753 

23 

3~2 

.0599 

.1432 

.2266 

.3099 

.3932 

.4766 

47 

64 

.0612 

.1445 

.2279 

.3112 

.3945 

.4779 

3 

4 

.0625 

.1458 

.2292 

.3125 

.3958 

.4792 

49 

64 

.0638 

.1471 

.2305 

.3138 

.3971 

.4805 

25 

3T 

.0651 

.1484 

.2318 

.3151 

.3984 

.4818 

51 

64 

.0664 

.1497 

.2331 

.3164 

.3997 

.4831 

1A 

16 

.0677 

.1510 

.2344 

.3177 

.4010 

.4844 

53 

64 

.0690 

.1523 

.2357 

.3190 

.4023 

.4857 

2 7 

32 

.0703 

.1536 

.2370 

.3203 

.4036 

.4870 

5 5 

64 

.0716 

.1549 

.2383 

.3216 

.4049 

.4883 

7 

8 

.0729 

.1562 

.2396 

.3229 

.4062 

.4896 

67 

64 

.0742 

.1576 

.2409 

.3242 

.4076 

.4909 

29 

IT 

.0755 

.1589 

.2422 

.3255 

.4089 

.4922 

« 

.0768 

.1602 

.2435 

.3268 

.4102 

.4935 

JJL 

16 

.0781 

.1615 

.2448 

.3281 

.4115 

.4948 

61 

64 

.0794 

.1628 

.2461 

.3294 

.4128 

.4961 

31 

32 

.0807 

.1641 

.2474 

.3307 

.4141 

.4974 

63 

64 

1 

.0820 

.1654 

.2487 

.3320 

.4154 

.4987 






















CAMBRIA STEEL. * 407 


DECIMALS OF A FOOT FOR EACH ^ OF 

AN INCH. 


Inch . 

6 " 

7 " 

8 " 

9 " 

10 " 

11 " 

tt 

.5430 

.6263 

.7096 

.7930 

.8763 

.9596 

ii 

.5443 

.6276 

.7109 

.7943 

.8776 

.9609 

3 5 

64 

.5456 

.6289 

.7122 

.7956 

.8789 

. 9622 , 

"16 

.5469 

.6302 

.7135 

.7969 

.8802 

.9635 

ei 

.5482 

.6315 

.7148 

.7982 

.8815 

.9648 

if 

.5495 

.6328 

.7161 

.7995 

.8828 

.9661 

39 

64 

.5508 

.6341 

.7174 

.8008 

.8841 

.9674 

5 

8 

.5521 

.6354 

.7188 

.8021 

.8854 

.9688 

41 

64 

.5534 

.6367 

.7201 

.8034 

.8867 

.9701 

ft 

.5547 

.6380 

.7214 

.8047 

.8880 

.9714 

43 

64 

.5560 

.6393 

.7227 

.8060 

.8893 

.9727 

11 

T 6 

.5573 

.6406 

.7240 

.8073 

.8906 

.9740 

45 

64 

.5586 

.6419 

.7253 

.8086 

.8919 

.9753 

2_3 

32 

.5599 

.6432 

.7266 

.8099 

.8932 

.9766 

i_l 

64 

.5612 

.6445 

.7279 

.8112 

.8945 

.9779 

3 

4 

.5625 

.6458 

.7292 

.8125 

.8958 

.9792 

49 

^4 

.5638 

.6471 

.7305 

.8138 

.8971 

.9805 

25 

32 

.5651 

.6484 

.7318 

.8151 

.8984 

.9818 

JA 

64 

.5664 

.6497 

.7331 

.8164 

.8997 

.9831 

13 

16 

.5677 

.6510 

.7344 

.8177 

.9010 

.9844 

53 

64 

.5690 

.6523 

.7357 

.8190 

.9023 

.9857 

27 

32 

.5703 

.6536 

.7370 

.8203 

.9036 

.9870 

55 

64 

.5716 

.6549 

.7383 

.8216 

.9049 

.9883 

7 

8 

.5729 

.6562 

.7396 

.8229 

.9062 

.9896 

57 

64 

.5742 

.6576 

.7409 

.8242 

.9076 

.9909 

29 

3 2 

.5755 

.6589 

.7422 

.8255 

.9089 

.9922 

59 

64 

.5768 

.6602 

.7435 

.8268 

.9102 

.9935 

15 

16 

.5781 

.6615 

.7448 

.8281 

.9115 

.9948 

61 

64 

.5794 

.6628 

.7461 

.8294 

.9128 

.9961 

3T 

.5807 

.6641 

.7474 

.8307 

.9141 

.9974 

£3. 

6 4 

.5820 

.6654 

.7487 

.8320 

.9154 

.9987 

1 






1.0000 





















408 * CAMBRIA STEEL. 


DECIMALS OF AN INCH FOR EACH ^th. 


Ads. 

B^ths. 

Decimal. 

Fraction. 

Ads. 

Bjths. 

Decimal. 

Fraction. 


1 

.015625 



33 

.515625 


, 1 

2 

.03125 


17 

34 

.53125 



3 

.046875 



35 

.546875 


2 

4 

.0625 

1-16 

18 

36 

.5625 

9-16 


5 

.078125 



37 

.578125 


3 

6 

.09375 


19 

38 

.59375 



7 

.109375 



39 

.609375 


4 

8 

.125 

1-8 

20 

40 

.625 

5-8 


9 

.140625 



41 

.640625 


5 

10 

.15625 


21 

42 

.65625 



11 

.171875 



43 

.671875 


6 

12 

.1875 

3-16 

22 

44 

.6875 

11-16 


13 

.203125 



45 

.703125 


7 

14 

.21875 


23 

46 

.71875 



15 

.234375 



47 

.734375 


8 

16 

.25 

1-4 

24 

48 

.75 

3-4 


17 

.265625 



49 

.765625 


9 

18 

.28125 


25 

50 

.78125 



19 

.296875 



51 

.796875 


10 

20 

.3125 

5-16 

26 

52 

.8125 

13-16 


21 

.328125 



53 

.828125 


11 

22 

.34375 


27 

54 

.84375 



23 

.359375 



55 

.859375 


12 

24 

.375 

3-8 

28 

56 

.875 

7-8 


25 

.390625 



57 

.890625 


13 

26 

.40625 


29 

58 

.90625 



27 

.421875 



59 

.921875 


14 

28 

.4375 

7-16 

30 

60 

.9375 

15-16 


29 

.453125 



61 

.953125 


15 

30 

.46875 


31 

62 

.96875 



31 

.484375 



63 

.984375 


16 

32 

.5 

1-2 

32 

64 

1 . 

1 



























CAMBRIA STEEL. 409 

WEIGHTS AND AREAS OF SQUARE AND ROUND 
BARS AND CIRCUMFERENCES OF ROUND BARS. 

One cubic foot of steel weighs 489.6 lbs. 

The following tables of weights of rounds, squares, flats, etc., are theoretical 
only. The various sizes made by us are listed elsewhere herein under appro¬ 
priate headings, and the weights of rolled steel are subject to variation in 
accordance w'ith mill practice for the different classes of products. 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of ||p Bar 

of ^ Bar 

of HH Bar 

of Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 


.013 

.010 

.0039 

.0031 

.1964 

6*4 

.021 

.016 

.0061 

.0048 

.2454 

3 

T2 

.030 

.023 

.0088 

.0069 

.2945 

7 

W4 

.041 

.032 

.0120 

.0094 

.3436 

1 

.053 

.042 

.0156 

.0123 

.3927 

9 

.067 

.053 

.0198 

.0155 

.4418 

T2 

.083 

.065 

.0244 

.0192 

.4909 

JLL 

64 

.100 

.079 

.0295 

.0232 

.5400 

& 

.120 

.094 

.0352 

.0276 

.5891 


.140 

.110 

.0413 

.0324 

.6381 

■3T 

tt 

.163 

.128 

.0479 

.0376 

.6872 

.187 

.147 

.0549 

.0431 

.7363 

1 

.212 

.167 

.0625 

.0491 

.7854 


.240 

.188 

.0706 

.0554 

.8345 

T2 

tt 

.269 

.211 

.0791 

.0621 

.8836 

.300 

.235 

.0881 

.0692 

.9327 

21 

157 

u 

.332 

.261 

.0977 

.0767 

.9818 

.366 

.288 

.1077 

.0846 

1.0308 

.402 

.316 

.1182 

.0928 

1.0799 

ft 

.439 

.345 

.1292 

.1014 

1.1290 

1 

74 

71 

.478 

.376 

.1406 

.1104 

1.1781 

.519 

.407 

.1526 

.1198 

1.2272 

.561 

.441 

.1650 

.1296 

1.2763 

3 2 

21 

64 

.605 

.475 

.1780 

.1398 

1.3254 

7 

.651 

.511 

.1914 

.1503 

1.3745 

IT 

.698 

.548 

.2053 

.1613 

1.4235 

6 4 

H 

ft 

.747 

.587 

.2197 

.1726 

1.4726 

.798 

.627 

.2346 

.1843 

1.5217 

2 

ft 

ft 

ft 

.850 

.668 

.2500 

.1963 

1.5708 

.904 

.710 

.2659 

.2088 

1.6199 

.960 

.754 

.2822 

.2217 

1.6690 

1.017 

.799 

.2991 

.2349 

1.7181 

























410 


CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of Q Bar 

of Bar 

of Bar 

of Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

9 

TIT 

1.076 

.845 

.3164 

.2485 

1.7672 

37 

6T 

1.136 

.893 

.3342 

.2625 

1.8162 

19 

3 ? 

1.199 

.941 

.3525 

.2769 

1.8653 

39 

64 

1.263 

.992 

.3713 

.2916 

1.9144 

5 

8 

1.328 

1.043 

.3906 

.3068 

1.9635 

JJ, 

64 

1.395 

1.096 

.4104 

.3223 

2.0126 

21 

32 

1.464 

1.150 

.4307 

.3382 

2.0617 

43 

64 

1.535 

1.205 

.4514 

.3545 

2.1108 

11 

16 

1.607 

1.262 

.4727 

.3712 

2.1599 

45 

64 

1.681 

1.320 

.4944 

.3883 

2.2089 

23 

32 

1.756 

1.380 

.5166 

.4057 

2.2580 

47 

64 

1.834 

1.440 

.5393 

.4236 

2.3071 

3 

4 

1.913 

1.502 

.5625 

.4418 

2.3562 

13 

16 

2.245 

1.763 

.6602 

.5185 

2.5526 

7 

8 

2.603 

2.044 

.7656 

.6013 

2.7489 

15 

16 

2.988 

2.347 

.8789 

.6903 

2.9453 

1 

3.400 

2.670 

1.0000 

.7854 

3.1416 

JL 

16 

3.838 

3.015 

1.1289 

.8866 

3.3380 

1 

8 

4.303 

3.380 

1.2656 

.9940 

3.5343 

3 

16 

4.795 

3.766 

1.4102 

1.1075 

3.7306 

1 

4 

5.313 

4.172 

1.5625 

1.2272 

3.9270 

5 

T6 

5.857 

4.600 

1.7227 

1.3530 

4.1234 

3 • 

8 

6.428 

5.049 

1.8906 

1.4849 

4.3197 

7 

16 

7.026 

5.518 

2.0664 

1.6230 

4.5161 

1 

2 

7.650 

6.008 

2.2500 

1.7671 

4.7124 

9 

16 

8.301 

6.519 

2.4414 

1.9175 

4.9088 

5 

8 

8.978 

7.051 

2.6406 

2.0739 

5.1051 

ii 

16 

9.682 

7.604 

2.8477 

2.2365 

5.3015 

3 

4 

10.41 

8.178 

3.0625 

2.4053 

5.4978 

13 

T6 

* 11.17 

8.773 

3.2852 

2.5802 

5.6942 

7 

8 

11.95 

9.388 

3.5156 

2.7612 

5.8905 

1 5 

16 

12.76 

10.02 

3.7539 

2.9483 

6.0869 

























CAMBRIA STEEL. 


411 


SQUARE AND ROUND BARS. 


(continued.) 


Thickness 

Weight 

Weight 

Area • 

Area 

Circumference 

or Diameter 

of Bar 

of Bar 

of {fffj Bar 

of Bar 

of Q Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

2 

13.60 

10.68 

4.0000 

3.1416 

6.2832 

1 

1 6 

14.46 

11.36 

4.2539 

3.3410 

6.4796 

1 

8 

15.35 

12.06 

4.5156 

3.5466 

6.6759 

3 

16 

16.27 

12.78 

4.7852 

3.7583 

6.8723 

1 

4 

17.21 

13.52 

5.0625 

3.9761 

7.0686 

5 

16 

18.18 

14.28 

5.3477 

4.2000 

7.2650 

3 

8 

19.18 

15.06 

5.6406 

4.4301 

7.4613 

7 

16 

20.20 

15.87 

5.9414 

4.6664 

7.6577 

1 

2 

21.25 

16.69 

6.2500 

4.9087 

7.8540 

9 

16 

22.33 

17.53 

6.5664 

5.1573 

8.0504 

5 

8 

23.43 

18.40 

6.8906 

5.4119 

8.2467 

ii 

16 

24.56 

19.29 

7.2227 

5.6727 

8.4431 

3 

25.71 

20.19 

7.5625 

5.9396 

8.6394 

13 

26.90 

21.12 

7.9102 

6.2126 

8.8358 

7. 

28.10 

22.07 

8.2656 

6.4918 

9.0321 

15 

16 

29.34 

23.04 

8.6289 

6.7771 

9.2285 

3 

30.60 

24.03 

9.0000 

7.0686 

9.4248 

i 

31.89 

25.05 

9.3789 

7.3662 

9.6212 

1 

33.20 

26.08 

9.7656 

7.6699 

9.8175 

3 

16 

34.55 

27.13 

10.160 

7.9798 

10.014 

1 

4 

5 

35.92 

28.21 

10.563 

8.2958 

10.210 

37.31 

29.30 

10.973 

8.6179 

10.407 

3 

38.73 

30.42 

11,391 

8.9462 

10.603 

7 

16 

40.18 

31.55 

11.816 

9.2806 

10.799 

1 

2 

9 

41.65 

32.71 

12.250 

9.6211 

10.996 

43.15 

33.89 

12.691 

9.9678 

11.192 

1 6 

5 

44.68 

35.09 

13.141 

10.321 

11.388 

ii 

16 

46.23 

36.31 

13.598 

10.680 

11.585 

3 

47.82 

37.55 

14.063 

11.045 

11.781 

4 

1 3 

16 

7 

49.42 

38.81 

14.535 

11.416 

11.977 

51.05 

40.10 

15.016 

11.793 

12.174 

8 

15 

52.71 

41.40 

15.504 

12.177 

12.370 

























412 CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Are a 

Area 

Circumference 

or Diameter 

of ^ Bar 

of Bar 

of HH Bar 

of @Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inehes. 

in Sq. Inohes. 

in Inches. 

4 

54.40 

42.73 

16.000 

12.566 

12.566 


50.11 

44.07 

16.504 

12.962 

12.763 

i 

8 

57.85 

45.44 

17.016 

13.364 

12.959 

JL 

16 

59.62 

46.83 

17.535 

13.772 

13.155 

1 

4 

61.41 

48.24 

18.063 

14.186 

13.352 


63.23 

49.66 

18.598 

14.607 

13.548 

1 

65.08 

51.11 

19.141 

15.033 

13.745 


66.95 

52.58 

19.691 

15.466 

13.941 

* 

68.85 

54.07 

20.250 

15.904 

14.137 

TS 

70.78 

55.59 

20.816 

16.349 

14.334 

5l 

8 

72.73 

57.12 

21.391 

16.800 

14.530 

li 

16 

74.71 

58.67 

21.973 

17.257 

14.726 

3 

4 

76.71 

60.25 

22.563 

17.721 

14.923 

tt 

78.74 

61.85 

23.160 

18.190 

15.119 

7 

8 

80.80 

63.46 

23.766 

18.665 

15.315 

tt 

82.89 

65.10 

24.379 

19.147 

15.512 

5 

85.00 

66.76 

25.000 

19.635 

15.708 

A 

87.14 

68.44 

25.629 

20.129 

15.904 

£ 

89.30 

70.14 

26.266 

20.629 

16.101 

A 

91.49 

71.86 

26.910 

21.135 

16.297 

i 

4 

93.71 

73.60 

27.563 

21.648 

16.493 

ire 

95.90 

75.37 

28.223 

22.166 

16.690 

f 

98.23 

77.15 

28.891 

22.691 

16.886 

A 

100.5 

78.95 

29.566 

23.221 

17.082 

* 

102.9 

80.78 

30.250 

23.758 

17.279 

it 

105.2 

82.62 

30.941 

24.301 

17.475 

t 

107.6 

84.49 

31.641 

24.851 

17.672 

ft 

110.0 

86.38 

32.348 

25.406 

17.868 

I 

112.4 

88.29 

33.063 

25.967 

18.064 

H 

114.9 

90.22 

33.785 

26.535 

18.261 

i 

117.4 

92.17 

34.616 

27.109 

18.457 


119.9 

94.14 

35.254 

27.688 

18.653 






















CAMBRIA STEEL. 


413 


SQUARE AND ROUND BARS. 


(continued.) 


Thickness 

Weight 

Weight 

or Diameter 

of ||g Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

6 

122.4 

96.13 

A 

125.0 

98.15 

8 

127.6 

100.2 

A 

• 

130.2 

102.2 

1 

4 

132.8 

104.3 

5 

16 

135.5 

106.4 

3 

8 

138.2 

108.5 

16 

140.9 

110.7 

1 

2 

143.7 

112.8 

9 

T5 

146.5 

115.0 

5 

~5 

149.2 

117.2 

JJL 

16 

152.1 

119.4 

3 

4 

154.9 

121.7 

H 

157.8 

123.9 

£ 

160.7 

126.2 

if 

163.6 

128.5 

7 

166.6 

130.8 

16 

169.6 

133.2 


172.6 

135.6 

T(T 

175.6 

138.0 

1 

4 

178.7 

140.4 

A 

181.8 

142.8 

3 

? 

184.9 

145.2 

A 

188.1 

147.7 

5 

191.3 

150.2 

A 

194.5 

152.7 

5 

? 

197.7 

155.3 

tt 

200.9 

157.8 

3 

4 

204.2 

160.4 

13 

Tff 

207.5 

163.0 

7 

8 

210.9 

165.6 

if 

214.2 

168.2 


Area 

of |HH Bar 
in Sq. Inches. 

Area 

of Q Bar 
in Sq. Inches. 

Circnmferenoe 
of 0^ Bar 
in Inches. 

36.000 

28.274 

18.850 

36.754 

28.867 

19.046 

37.516 

29.465 

19.242 

38.285 

30.069 

19.439 

39.063 

30.680 

19.635 

39.848 

31.296 

19.831 

40.641 

31.919 

20.028 

41.441 

32.548 

20.224 

42.250 

33.183 

20.420 

43.066 

33.824 

20.617 

43.891 

34.472 

20.813 

44.723 

35.125 

21.009 

45.563 

35.785 

21.206 

46.410 

36.451 

21.402 

47.266 

37.122 

21.599 

48.129 

37.800 

21.795 

49.000 

38.485. 

21.991 

49.879 

39.175 

22.188 

50.766 

39.871 

22.384 

51.660 

40.574 

22.580 

52.563 

41.283 

22.777 

53.473 

41.997 

22.973 

54.391 

42.718 

23.169 

55.316 

43.446 

23.366 

56.250 

44.179 

23.562 

57.191 

44.918 

23.758 

58.141 

45.664 

23.955 

59.098 

46.415 

24.151 

60.063 

47.173 

24.347 

61.035 

47.937 

24.544 

62.016 

48.707 

24.740 

63.004 

49.483 

24.936 

















414 CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of Bar 

of Bar 

of Hm Bar 

of Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

8 

217.6 

170.9 

64.000 

50.266 

25.133 

16 

221.0 

173.6 

65.004 

51.054 

25.329 

1 

8 

224.5 

176.3 

66.016 

51.849 

25.526 

3 

16 

227.9 

179.0 

67.035 

52.649 

25.722 

1 

4 

231.4 

181.8 

68.063 

53.456 

25.918 

A 

234.9 

184.5 

69.098 

54.269 

26.115 

3 

8 

238.5 

187.3 

70.141 

55.088 

26.311 

7 

16 

242.1 

190.1 

71.191 

55.914 

26.507 

1 

2 

245.7 

192.9 

72.250 

56.745 

26.704 

9 

16 

249.3 

195.8 

73.316 

57.583 

26.900 

5 

8 

252.9 

198.6 

74.391 

58.426 

27.096 

11 

16 

256.6 

201.5 

75.473 

59.276 

27.293 

3 

4 

260.3 

204.4 

76.563 

60.132 

27.489 

13. 

16 

264.0 

207.4 

77.660 

60.994 

27.685 

7 

S 

267.8 

210.3 

78.766 

61.863 

27.882 

15 

16 

271.6 

213.3 

79.879 

62.737 

28.078 

9 . 

275.4 

216.3 

81.000 

63.617 

28.274 

i 

16 

279.2 

219.3 

82.129 

64.504 

28.471 

1 

8 

283.1' 

222.3 

83.266 

65.397 

28.667 

T6 

287.0 

225.4 

84.410 

66.296 

28.863 

1 

4 

290.9 

228.5 

85.563 

67.201 

29.060 

5 

16 

294.9 

231.6 

86.723 

68.112 

29.256 

3 

8 

298.8 

234.7 

87.891 

69.029 

29.453 

7 

T6 

302.8 

237.8 

89.066 

69.953 

29.649 

1 

2 

306.9 

241.0 

90.250 

70.882 

29.845 

9 

16 

310.9 

244.2 

91.441 

71.818 

30.042 

5 

8 

315.0 

247.4 

92.641 

72.760 

30.238 

11 

16 

319.1 

250.6 

93.848 

73.708 

30.434 

3 

4 

323.2 

253.8 

95.063 

74.662 

30.631 

1 3 

16 

327.4 

257.1 

96.285 

75.622 

30.827 

7 

8 

331.6 

260.4 

97.516 

76.589 

31.023 

1 5 

16 

335.8 

263.7 

98.754 

77.561 

31.220 























CAMBRIA STEEL. 415 


SQUARE AND ROUND BARS. 

(concluded.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of Bar 

of Bar 

of Bar 

of Bar 

of (^) Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

10 

340.0 

267.0 

100.00 

78.540 

31.416 

1 

16 

344.3 

270.4 

101.25 

79.525 

31.612 

1 

8 

348.6 

273.8 

102.52 

80.516 

31.809 

3 

16 

352.9 

277.1 

103.79 

81.513 

32.005 

1 

4 

357.2 

280.6 

105.06 

82.516 

32.201 

5 

16 

361.6 

284.0 

106.35 

83.525 

32.398 

3 

8 

366.0 

287.4 

107.64 

84.541 

32.594 

JL_ 

16 

370.4 

290.9 

108.94 

85.563 

32.790 

1 

2 

374.9 

294.4 

110.25 

86.590 

32.987 

9 

1 6 

379.3 

297.9 

111.57 

87.624 

33.183 

5 

8 

383.8 

301.5 

112.89 

88.664 

33.380 

» 

388.4 

305.0 

114.22 

89.710 

33.576 

3 

4 

392.9 

308.6 

115.56 

90.763 

33.772 

13 

1 6 

397.5 

312.2 

116.91 

91.821 

33.969 

7 

8 

402.1 

315.8 

118.27 

92.886 

34.165 

15 

16 

406.7 

319.5 

119.63 

93.957 

34.361 

11 

411.4 

323.1 

121.00 

95.033 

34.558 

1 

16 

416.1 

326.8 

122.38 

96.116 

34.754 

1 

g 

420.8 

330.5 

123.77 

97.206 

34.950 

3 

16 

425.5 

334.3 

125.16 

98.301 

35.147 

1 

430.3 

338.0 

126.56 

99.402 

35.343 

5 

16 

435.1 

341.7 

127.97 

100.51 

35.539 

3 

8 

7 

16 

439.9 

345.5 

129.39 

101.62 

35.736 

444.8 

349.3 

130.82 

102.74 

35.932 

1 

2 

449.7 

353.2 

132.25 

103.87 

36.128 

9 

1 A 

454.6 

357.0 

133.69 

105.00 

36.325 

X O 

5 

B 

459.5 

360.9 

135.14 

106.14 

36.521 

O 

11 

16 

464.4 

364.8 

136.60 

107.28 

36.717 

3 

4 

469.4 

368.7 

138.06 

108.43 

36.914 

X 

13 

1 A 

474.4 

372.6 

139.54 

109.59 

37.110 

X o 

7 

8 

15 

1 A 

479.5 

376.6 

141.02 

110.75 

37.307 

484.5 

380.5 

142.50 

111.92 

37.503 




















410 CAMBRIA STEEL. 


WEIGHTS OF SQUARE AND ROUND BARS PER 

RUNNING INCH. 


One cubic inch of steel weighs 0.2833 lb. 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

□ Bar 

O Bar 

Diameter 

□ »“ 

O Bar 

in Inches 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 




2 

1.13 

.89 

"iS 

A 



i 

16 

1 

8 

3 

16 

1 

4 

1.21 

.95 



1.28 

1.01 

_3_ 

.01 


1.36 

1.07 

A 

4 

.02 

.01 

1.43 

1.13 

lS 

.03 

.02 

5 

16 

1.52 

1.19 

1 

.04 

.03 

3 

5 

1.60 

1.26 


.05 

.04 

IS 

1.68 

1.32 


.07 

.06 

1 

2 

1.77 

1.39 

lS 

.09 

.07 

9 

16 

1.86 

1.46 

I 

.11 

.09 

5 

8 

1.95 

1.54 

H 

.13 

.11 

ii 

16 

2.05 

1.61 

1 

.16 

.13 

3 

4 

2.14 

1.69 

tt 

.19 

.15 

13 

16 

2.24 

1.76 

i 

.22 

.17 

| 

2.34 

1.84 


.25 

.20 

A5 

16 

2.44 

1.92 

1 

.28 

.22 

3 

2.55 

2.01 

A 

.32 

.25 

1 

16 

2.66 

2.09 

* 

.36 

.28 

A 

8 

2.77 

2.18 


.40 

.31 

3 

16 

2.88 

2.26 

1 

.44 

.35 

1 

4 

2.99 

2.35 

A 

.49 

.38 

5 

• T<> 

3.11 

2.44 

t 

.54 

.42 

3 

s 

3.23 

2.53 

T« 

.58 

.46 

& 

3.35 

2.63 

i 

.64 

.50 

1 

2 

3.47 

2.73 

TS 

.69 

.54 

9 

T6 

3.60 

2.82 

5 

s 

.75 

.59 

5 

8 

3.72 

2.92 

16 

.81 

.63 

ii 

16 

3.85 

3.03 

f 

.87 

.68 

3 

1 

3.98 

3.13 

tt 

.94 

.73 

13 

16 

4.12 

3.23 


1.00 

.78 

7 

8 

4.25 

3.34 


1.06 

.84 

A5 

16 

4.39 

3.45 






















CAMBRIA STEEL. 417 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

□ Bar 

O Bar 

Diameter 

□ Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inoh Long. 

One Inoh Long. 

4 

4.53 

3.57 

6 

10.20 

8.01 


4.68 

3.67 

A 

10.41 

8.18 

i 

4.82 

3.79 

\ 

10.63 

8.35 

A 

4.97 

3.90 

A 

10.85 

8.52 

1 

4 

5.12 

4.02 

1 

11.07 

8.69 

A 

5.27 

4.14 

A 

11.29 

8.87 

f 

5.42 

4.26 

i 

8 

11.51 

9.04 

TS 

5.58 

4.38 

7 

16 

11.74 

9.22 

l 

5.74 

4.51 


11.97 

9.40 

TS 

5.90 

4.63 

9 

nr 

12.20 

9.58 

f 

6.06 

4.76 

f 

12.43 

9.77 

tt 

6.23 

4.89 

ft 

12.67 

9.96 

1 

4 

6.39 

5.02 

1 

12.91 

10.14 

jjj. 

16 

6.56 

5.15 

if 

13.15 

10.33 

i 

6.73 

5.29 

f 

13.39 

10.52 

if 

6.91 

5.42 

if 

13.64 

10.71 

5 

7.08 

5.56 

7 

13.88 

10.90 

* 

7.26 

5.70 

jl 

16 

14.13 

11.10 

| 

7.44 

5.84 

\ 

14.38 

11.30 

A 

7.62 

5.99 

A 

14.64 

11.50 

i 

7.81 

6.13 

1 

4 

14.89 

11.70 


8.00 

6.28 

5 

16 

15.15 

11.90 

| 

8.19 

6.43 

1 

8 

15.41 

12.10 

A 

8.38 

6.58 

TW 

15.67 

12.31 

\ 

8.57 

6,73 

i 

15.94 

12.52 

_a_ 

8.77 

6.88 

A 

16.20 

12.73 

4 

8.96 

7.04 

f 

16.47 

12.94 

A 

16 

9.16 

7.20 

tt 

16.74 

13.15 

3 

9.37 

7.36 

3 

4 

17.02 

13.36 

44 

9.57 

7.52 

AA 

16 

17.29 

13.68 

1 o 

7 

•jr 

9.78 

7.68 

7 

8 

17.57 

13.80 

if 

9.99 

7.84 

AA 

16 

17.85 

14.02 























418 CAMBKIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

] Bar 

Q Bar 

Diameter 

] Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 

8 

18.11 

14.24 

10 

28.33 

22.25 

i 

16 

18.42 

14.46 

JL 

16 

28.69 

22.53 

1 

8 

18.70 

14.69 

1 

8 

29.04 

22.81 

3 

16 

18.99 

14.92 

3 

16 

29.41 

23.09 

1 

4 

' 19.28 

15.14 

1 

4 

29.77 

23.38 

_5_ 

16 

19.58 

15.38 

5 

16 

30.13 

23.66 

3 

8 

19.87 

15.61 

3 

8 

30.50 

23.95 

_ 7 _ 

16 

20.17 

15.84 

7 

16 

30.87 

24.24 

1 

2 

20.47 

16.08 

1 

2 

31.24 

24.53 

9 

16 

20.77 

16.31 

9 

16 

31.61 

24.82 

5 

8 

21.08 

16.55 

5 

8 

31.98 

25.12 

11 

16 

21.38 

16.79 

ii 

16 

32.36 

* 

25.42 

3 

4 

21.69 

17.04 

3 

4 

32.74 

25.71 

13 

16 

22.00 

17.28 

13 

16 

33.12 

26.01 

7 

8 

22.31 

17.53 

7 

8 

33.51 

26.32 

15 

16 

22.63 

17.77 

15 

16 

33.89 

26.62 

9 

22.95 

18.02 

11 

34.28 

26.92 

i 

16 

23.27 

18.27 

i 

16 

34.67 

27.23 

1 

8 

23.59 

18.53 

1 

8 

35.06 

27.54 

3 

16 

23.91 

18.78 

3 

16 

35.46 

27.85 

i 

4 

24.24 

19.04 

1 

4 

35.86 

28.16 

5 

16 

24.57 

19.30 

5 

16 

36.26 

28.48 

3 • 

8 

24.90 

19.56 

3 

8 

36.66 

28.79 

7 

16 

25.23 

19.82 

7 

16 

37.06 

29.11 

1 

2 

25.57 

20.08 

1 

2 

37.47 

29.43 

9 

16 

25.91 

20.35 

9 

16 

37.88 

29.75 

5 

8 

26.25 

20.61 

5 

8 

38.29 

30.07 

H 

26.59 

20.88 

ii 

16 

38.70 

30.39 

3 

4 

26.93 

21.15 

3 

4 

39.12 

30.72 

JL3 

16 

27.28 

21.42 

13 

16 

39.53 

31.04 

7 

8 

27.63 

21.70 

7 

8 

39.95 

31.38 

15 

16 

27.98 

21.97 

1 5 

16 

40.37 

31.71 






















CAMBRIA STEEL. 419 

SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

| | Bar 

O Bar 

Diameter 

□ Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 

12 

40.80 

32.04 

16 

72.53 

56.96 

i 

8 

41.65 

32.71 

X 

8 

73.67 

57.86 

» 1 

4 

42.52 

33.39 

1 

4 

74.81 

58.76 

3 

8 

43.39 

34.08 

3 

8 

75.97 

59.66 

1 

2 

44.27 

34.77 

1 

2 

77.13 

60.58 

5 

8 

45.16 

35.47 

5 

8 

78.31 

61.50 

3 

4 

46.06 

36.17 

3 

4 

79.49 

62.43 

7 

8 

46.96 

36.88 

7 

8 

80.68 

63.36 

13 

47.88 

37.60 

17 

. 81.88 

64.30 

i 

8 

48.81 

38.33 

i 

8 

83.09 

65.25 

1 

4 

49.74 

39.06 

1 

4 

84.30 

66.21 

3 

8 

50.68 

39.80 

3 

8 

85.53 

67.17 

1 

2 

51.63 

40.55 

1 

2 

86.77 

68.14 

5 

8 

52.59 

41.31 

5 

8 

88.01 

69.12 

3 

4 

53.56 

42.07 

3 

4 

89.26 

70.10 

* l * 

54.54 

42.84 

7 

8 

90.52 

71.09 

14 

55.53 

43.62 

18 

91.79 

72.09 

I 

8 

56.53 

44.39 

i 

8 

93.07 

73.10 

1 

4 

57.53 

45.18 

1 

4 

94.36 

74.11 

3 

8 

58.54 

45.98 

3 

8 

95.66 

75.13 

1 

2 

59.57 

46.78 

1 

2 

96.96 

76.15 

5 

8 

60.60 

47.59 

5 

8 

98.28 

77.19 

3 

4 

61.64 

48.41 

3 

4 

99.60 

78.22 

7 

8 

62.69 

49.23 

7 

8 

100.94 

79.27 

15 

63.75 

50.06 

19 

102.28 

80.32 


64.81 

50.90 

i 

8 

103.63 

81.39 

1 

4 

65.89 

51.75 

1 

4 

104.99 

82.45 

3 

8 

66.97 

52.60 

3 

8 

106.35 

83.53 

1 

2 

68.07 

53.46 

1 

2 

107.73 

84.61 

5 

8 

3 

69.17 

54.32 

5 

8 

109.12 

85.70 

70.28 

55.20 

3 

4 

110.51 

86.79 

7 

8 

71.40 

56.08 

7 

8 

111.91 

87.89 





















420 CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

□ Bar 

O Bar 

Diameter 

| | Bar 

Q Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inoh Long. 

20 

113.33 

89.00 

24 

163.19 

128.16 

£ 

114.75 

90.12 

£ 

164.89 

129.50 

1 

4 

116.18 

91.24 

£ 

166.61 

130.85 

t 

117.62 

92.37 

1 

8 

168.33 

132.20 

£ 

119.06 

93.51 

£ 

170.06 

133.57 

t 

120.52 

94.65 

f 

171.80 

134.93 

£ 

121.98 

95.80 

3 

1 

173.55 

136.30 

£ 

123.46 

96.96 

7 

¥ 

175.31 

137.68 

21 

124.94 

98.13 

25 

177.07 

139.07 

i 

126.43 

99.30 

i 

8 

178.85 

140.46 

i 

4 

127.93 

100.48 

1 

4 

180.63 

141.86 

3 

¥ 

129.44 

101.66 

3 

8 

182.42 

143.27 

£ 

130.96 

102.85 

£ 

184.23 

144.68 

5 

¥ 

132.49 

104.05 

t 

186.04 

146.11 

£ 

134.03 

105.26 

3 

4 

187.86 

147.54 

7 

¥ 

135.57 

106.47 

£ 

189.68 

148.97 

22 

137.12 

107.69 

26 

191.52 

150.41 

£ 

138.69 

108.92 

i 

8 

193.37 

151.86 

i 

140.26 

110.15 

1 

4 

195.22 

153.32 

£ 

141.84 

111.40 

i 

8 

197.09 

154.78 

£ 

143.43 

112.64 

1 

2 

198.96 

156.25 

f • 

145.03 

113.90 

5 

8 

200.84 

157.73 

i 

4 

146.63 

115.16 

3 

4 

202.73 

159.22 

£ 

148.25 

116.43 

7 

¥ 

204.63 

160.71 

23 

149.88 

117.71 

27 

206.54 

162.21 

£ 

151.51 

118.99 

£ 

208.45 

163.71 

£ 

153.15 

120.28 

1 

4 

210.38 

165.22 

3 

8 

154.81 

121.58 

3 

8 

212.31 

166.74 

1 

2 

156.46 

122.88 

1 

2 

214.26 

168.27 

5 

¥ 

158.13 

124.19 

5 

8 

216.21 

169.80 

3 

4 

159.81 

125.51 

3 

4 

218.17 

171.34 

7 

8 

161.49 

126.83 

7 

8 

220.14 

172.89 





















CAMBRIA STEEL. 421 

SQUARE AND ROUND BARS. 

(continued.) 


Thiokness or 

Weight of 

Weight of 

Diameter 

| | Bar 

0) Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

28 

222.12 

174.44 

1 

8 

224.11 

176.01 

1 

4 

226.10 

177.57 

3 

8 

228.11 

179.15 

1 

2 

230.12 

180.73 

5 

8 

232.15 

182.32 

3 

4 

234.18 

183.91 

7 

8 

236.22 

185.52 

29 

238.27 

187.13 

1 

8 

240.33 

188.74 

i 

242.39 

190.37 

1 

244.47 

192.00 

h 

246.56 

193.64 

5 

¥ 

248.65 

195.28 

f 

250.75 

196.93 

. 7 

¥ 

252.86 

198.59 

30 

254.98 

200.25 

1 

8 

257.11 

201.93 

1 

4 

259.25 

203.61 

3 

8 

261.40 

205.29 

1 

263.55 

206.99 

5 

8 

265.72 

208.69 

3 

4 

267.89 

210.39 

7 

8 

270.07 

212.11 

31 

272.27 

213.83 

1 

8 

274.47 

215.56 

1 

4 

276.68 

217.29 

3 

8 

'278.89 

219.03 

1 

2 

281.12 

220.78 

5 

8 

283.36 

222.54 

3 

4 

285.60 

224,30 

7 

8 

287.85 

226.07 


Thickness or 

Weight of 

Weight of 

Diameter 

j_| Bar 

OBar 

in Inches. 

One Inch Long. 

One Inoh Long 

32 

290.11 

227.85 

1 

292.39 

229.63 

1 

4 

294.67 

231.42 

i 

8 

296.95 

233.22 

1 

2 

299.25 

235.02 

5 

8 

301.56 

236.83 

3 

4 

303.87 

238.65 

7 

8 

306.20 

240.48 

33 

308.53 

242.31 

1 

310.87 

244.15 


313.22 

245.99 

i 

8 

315.58 

247.85 

1 

2 

317.95 

249.71 

5 

8 

320.33 

251.67 

3 

4 

322.71 

253.45 

7 

8 

325.11 

255.33 

34 

327.51 

257.22 

1 

8 

329.93 

259.11 

A. 

4 

332.35 

261.01 

3 

8 

334.78 

262.92 


337.22 

264.84 

f 

! 339.66 

266.76 

3 

4 

342.12 

268.69 

7 

8 

344.59 

270.63 

35 

347.06 

272.57 

1 

8 

349.54 

274.52 

1 

4 

352.04 

276.48 

3 

8 

354.54 

278.44 

1 

357.05 

280.41 

5 

8 

359.57 

282.39 

3 

? 

362.09 

284.38 

7 

8 

| 364.63 

286.37 























422 CAMBRIA STEEL. 


AREAS OF FLAT ROLLED STEEL BARS. 

For Thicknesses from in. to 2 in. and Widths from 1 in. to 12f in. 


Thickness 










1" 

11" 

a 4 

11" 

a 2 

13// 

a 4 

2" 

2|" 

2|" 

2f" 

12" 

in Inches. 










i 

16 

.063 

.078 

.094 

.109 

.125 

.141 

.156 

.172 

.750 

1 

8 

.125 

.156 

.188 

.219 

.250 

.281 

.313 

.344 

1.50 

3 

16 

.188 

.234 

.281 

.328 

.375 

.422 

.469 

.516 

2.25 

1 

4 

.250 

.313 

.375 

.438 

.500 

.563 

.625 

.688 

3.00 


.313 

.391 

.469 

.547 

.625 

.703 

.781 

.859 

3.75 

3 

8 

,375 

.469 

.563 

.656 

.750 

.844 

.938 

1.03 

4.50 

7 

16 

.438 

.547 

.656 

.766 

.875 

.984 

1.09 

1.20 

5.25 

1 

2 

.500 

.625 

.750 

.875 

1.00 

1.13 

1.25 

1.38 

6.00 

9 

16 

.563 

.703 

.844 

.984 

1.13 

1.27 

1.41 

1.55 

6.75 

5 

8 

.625 

.781 

.938 

1.09 

1.25 

1.41 

1.56 

1.72 

7.50 

11 

16 

.688 

.859 

1.03 

1.20 

1.38 

1.55 

1.72 

1.89 

8.25 

3 

4 

.750 

.938 

1.13 

1.31 

1.50 

1.69 

1.88 

2.06 

9.00 

13 

16 

.813 

1.02 

1.22 

1.42 

1.63 

1.83 

2.03 

2.23 

9.75 

7 

8 

.875 

1.09 

1.31 

1.53 

1.75 

1.97 

2.19 

2.41 

10.50 

15 

16 

.938 

1.17 

1.41 

1.64 

1.88 

2.11 

2.34 

2.58 

11.25 

1 

1.00 

1.25 

1.50 

1.75 

2.00 

2.25 

2.50 

2.75 

12.00 

iJL 

■*■16 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

1 1 

1 8 

1.13 

1.41 

1.69 

1.97 

2.25 

2.53 

2.81 

3.09 

13.50 

1_3_ 

■*■16 

1.19 

1.48 

1.78 

2.08 

2.38 

2.67 

2.97 

3.27 

14.25 

* 4 

1.25 

1.56 

1.88 

2.19 

2.50 

2.81 

3.13 

3.44 

15.00 

1_5_ 

* 16 

1.31 

1.64 

1.97 

2.30 

2.63 

2.95 

3.28 

3.61 

15.75 

1 3 

1 8 

1.38 

1.72 

2.06 

2.41 

2.75 

3.09 

3.44 

3.78 

16.50 

1-2- 
1 16 

1.44 

1.80 

2.16 

2.52 

2.88 

3.23 

3.59 

3.95 

17.25 

1 A 

1 2 

1.50 

1.88 

2.25 

2.63 

3.00 

3.38 

3.75 

4.13 

18.00 

1 _•*_ 

■*16 

1.56 

1.95 

2.34 

2.73 

3.13 

3.52 

3.91 

4.30 

18.75 

1 3 

1.63 

2.03 

2.44 

2.84 

3.25 

3.66 

4.06 

4.47 

19.50 

111 

*16 

1.69 

2.11 

2.53 

2.95 

3.38 

3.80 

4.22 

4.64 

20.25 

1 3 

1.75 

2.19 

2.63 

3.06 

3.50 

3.94 

4.38 

4.81 

21.00 

113 

*16 

1.81 

2.27 

2.72 

3.17 

3.63 

4.08 

4.53 

4.98 

21.75 

1 2. 

1.88 

2.34 

2.81 

3.28 

3.75 

4.22 

4.69 

5.16 

22.50 

115. 

*16 

1.94 

2.42 

2.91 

3.39 

3.88 

4.36 

4.84 

5.33 

23.25 

2 

2.00 

2.50 

3.00 

3.50 

4.00 

4.50 

5.00 

5.50 

24.00 

























CAMBRIA STEEL. 423 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thickness 

in Inches. 

3" 

3f" 

3r 

3f" 

4" 

4i" 

41" 

■*2 

Al" 

12" 

1 

16 

.188 

.203 

.219 

.234 

.250 

.266 

.281 

.297 

.750 

1 

8 

.375 

.406 

.438 

.469 

.500 

.531 

.563 

.594 

1.50 

3 

16 

.563 

.609 

.656 

.703 

.750 

.797 

.844 

.891 

2.25 

i 

4 

.750 

.813 

.875 

.938 

1.00 

1.06 

1.13 

1.19 

3.00 

5 

T6 

.938 

1.02 

1.09 

1.17 

1.25 

1.33 

1.41 

1.48 

3.75 

3 

8 

1.13 

1.22 

1.31 

1.41 

1.50 

1.59 

1.69 

1.78 

4.50 

7 

16 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

1.97 

2.08 

5.25 

1 

2 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 

2.25 

2.38 

6.00 

9 

16 

1.69 

1.83 

1.97 

2.11 

2.25 

2.39 

2.53 

2.67 

6.75 

5 

8 

1.88 

2.03 

2.19 

2.34 

2.50 

2.66 

2.81 

2.97 

7.50 

11 

16 

2.06 

2.23 

2.41 

2.58 

2.75 

2.92 

3.09 

3.27 

8.25 

3 

4 

2.25 

2.44 

2.63 

2.81 

3.00 

3.19 

3.38 

3.56 

9.00 

13 

1 6 

2.44 

2.64 

2.84 

3.05 

3.25 

3.45 

3.66 

3.86 

9.75 

7 

8 

2.63 

2.84 

3.06 

3.28 

3.50 

3.72 

3.94 

4.16 

10.50 

15 

1 6 

2.81 

3.05 

3.28 

3.52 

3.75 

3.98 

4.22 

4.45 

11.25 

1 

3.00 

3.25 

3.50 

3.75 

4.00 

4.25 

4.50 

4.75 

12.00 

1t5 

3.19 

3.45 

3.72 

3.98 

4.25 

4.52 

4.78 

5.05 

12.75 

li 

3.38 

3.66 

3.94 

4.22 

4.50 

4.78 

5.06 

5.34 

13.50 

1 ij} 

3.56 

3.86 

4.16 

4.45 

4.75 

5.05 

5.34 

5.64 

14.25 

1 4 

3.75 

4.06 

4.38 

4.69 

5.00 

5.31 

5.63 

5.94 

15.00 

1JL. 

3.94 

4.27 

4.59 

4.92 

5.25 

5.58 

5.91 

6.23 

15.75 

If 

4.13 

4.47 

4.81 

5.16 

5.50 

5.84 

6.19 

6.53 

16.50 


4.31 

4.67 

5.03 

5.39 

5.75 

6.11 

6.47 

6.83 

17.25 

1 A 

1 2 

4.50 

4.88 

5.25 

5.63 

6.00 

6.38 

6.75 

7.13 

18.00 

I J9_ 

4.69 

5.08 

5.47 

5.86 

6.25 

6.64 

7.03 

7.42 

18.75 

If 

4.88 

5.28 

5.69 

6.09 

6.50 

6.91 

7.31 

7.72 

19.50 

Ilf 

5.06 

5.48 

5.91 

6.33 

6.75 

7.17 

7.59 

8.02 

20.25 

1 A 

5.25 

5.69 

6.13 

6.56 

7.00 

7.44 

7.88 

8.31 

21.00 

113. 

5.44 

5.89 

6.34 

6.80 

7.25 

7.70 

8.16 

8.61 

21.75 

If 

5.63 

6.09 

6.56 

7.03 

7.50 

7.97 

8.44 

8.91 

22.50 

IIS. 

5.81 

6.30 

6.78 

7.27 

7.75 

8.23 

8.72 

9.20 

23.25 

1 o 

2 

6.00 

6.50 

7.00 

7.50 

18.00 

8.50 

9.00 

9.50 

24.00 





























424 CAMBRIA STEEL. 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thioknes* 





i 





6" 

51" 

sr 

5f" 

6" 

6f" 

6r 

6f" 

12" 

in Inches. 






1 

T6 

.313 

.328 

.344 

.359 

.375 

.391 

.406 

.422 

.750 

1 

8 

.625 

.656 

.688 

.719 

.750 

.781 

.813 

.844 

1.50 

A 

.938 

.984 

1.03 

1.08 

1.13 

1.17 

1.22 

1.27 

2.25 

i 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.69 

3.00 

5 

16 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

2.11 

3.75 

5. 

8 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

2.53 

4.50 

7 

16 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84 

2.95 

5.25 

1 

2 

2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 

3.38 

6.00 

9 

16 

2.81 

2.95 

3.09 

3.23 

3.38 

3.52 

3.66 

3.80 

6.75 

5 

8 

3.13 

3.28 

3.44 

3.59 

3.75 

3.91 

4.06 

4.22 

7.50 

11 

16 

3.44 

3.61 

3.78 

3.95 

4.13 

4.30 

4.47 

4.64 

8.25 

3 

S 

3.75 

3.94 

4.13 

4.31 

4.50 

4.69 

4.88 

5.06 

9.00 

13 

T6 

4.06 

4.27 

4.47 

4.67 

4.88 

5.08 

5.28 

5.48 

9.75 

7 

¥ 

4.38 

4.59 

4.81 

5.03 

5.25 

5.47 

5.69 

5.91 

10.50 

15 

16 

4.69 

. 4.92 

5.16 

5.39 

5.63 

5.86 

6.09 

6.33 

11.25 

1 

5.00 

5.25 

5.50 

5.75 

6.00 

6.25 

6.50 

6.75 

12.00 


5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

H 

5.63 

5.91 

6.19 

6.47 

6.75 

7.03 

7.31 

7.59 

13.50 

1 * 

5.94 

6.23 

6.53 

6.83 

7.13 

7.42 

7.72 

8.02 

14.25 

U 

6.25 

6.56 

6.88 

7.19 

7.50 

7.81 

8.13 

8.44 

15.00 

1_5_ 

116 

6.56 

6.89 

7.22 

7.55 

7.88 

8.20 

8.53 

8.86 

15.75 

1 3 

6.88 

7.22 

7.56 

7.91 

8.25 

8.59 

8.94 

9.28 

16.50 

1 * 

7.19 

7.55 

7.91 

8.27 

8.63 

8.98 

9.34 

9.70 

17.25 

U 

7.50 

7.88 

8.25 

8.63 

9.00 

9.38 

9.75 

10.13 

18.00 

1_9_ 

1 16 

7.81 

8.20 

8.59 

8.98 

9.38 

9.77 

10.16 

10.55 

18.75 

1 4 

1 8 

8.13 

8.53 

8.94 

9.34 

9.75 

10.16 

10.56 

10.97 

19.50 

ltt 

8.44 

8.86 

9.28 

9.70 

10.13 

10.55 

10.97 

11.39 

20.25 

If 

8.75 

9.19 

9.63 

10.06 

10.50 

10.94 

11.38 

11.81 

21.00 

113. 

1 16 

9.06 

9.52 

9.97 

10.42 

10.88 

11.33 

11.78 

12.23 

21.75 

1 2. 

1 8 

9.38 

9.84 

10.31 

10.78 

11.25 

11.72 

12.19 

12.66 

22.50 

ltf 

9.69 

10.17 

10.66 

11.14 

11.63 

12.11 

12.59 

13.08 

23.25 

. 2 

10.00 

10.50 

11.00 

11.50 

12.00 

12.50 

13.00 

13.50 

24.00 





























CAMBRIA STEEL. 425 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thickness 

in Inches. 

7" 

7f" 

7*" 

7f" 

8" 

hW 

00 

V. 

He* 

00 

coN 

00 

12" 

1 

16 

.438 

.453 

.469 

.484 

.500 

.516 

.531 

.547 

.750 

1 

8 

.875 

.906 

.938 

.969 

1.00 

1.03 

1.06 

1.09 

1.50 

A 

1.31 

1.36 

1.41 

1.45 

1.50 

1.55 

1.59 

1.64 

2.25 

* 

1.75 

1.81 

1.88 

1.94 

2.00 

2.06 

2.13 

2.19 

3.00 


2.19 

2.27 

2.34 

2.42 

2.50 

2.58 

2.66 

2.73 

3.75 

i 

2.63 

2.72 

2.81 

2.91 

3.00 

3.09 

3.19 

3.28 

4.50 

7 

16 

3.06 

3.17 

3.28 

3.39 

3.50 

3.61 

3.72 

3.83 

5.25 

1 

2 

3.50 

3.63 

3.75 

3.88 

4.00 

4.13 

4.25 

4.38 

6.00 

9 

16 

3.94 

4.08 

4.22 

4.36 

4.50 

4.64 

4.78 

4.92 

6.75 

5 

3 

4.38 

4.53 

4.69 

4.84 

5.00 

5.16 

5.31 

5.47 

7.50 

H 

4.81 

4.98 

5.16 

5.33 

5.50 

5.67 

5.84 

6.02 

8.25 

3 

4 

5.25 

5.44 

5.63 

5.81 

6.00 

6.19 

6.38 

6,56 

9.00 

H 

5.69 

5.89 

6.09 

6.30 

6.50 

6.70 

6.91 

7.11 

9.75 

7 

8 

6.13 

6.34 

6.56 

6.78 

7.00 

7.22 

7.44 

7.66 

10.50 

1A 

16 

6.56 

6.80 

7.03 

7.27 

7.50 

7.73 

7.97 

8.20 

11.25 

1 

7.00 

7.25 

7.50 

7.75 

8.00 

8.25 

8.50 

8.75 

12.00 

1* 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

n 

7.88 

8.16 

8.44 

8.72 

9.00 

9.28 

9.56 

9.84 

13.50 

1A 

8.31 

8.61 

8.91 

9.20 

9.50 

9.80 

10.09 

10.39 

14.25 

u 

8.75 

9.06 

9.38 

9.69 

10.00 

10.31 

10.63 

10.94 

15.00 

1 A 

9.19 

9.52 

9.84 

10.17 

10.50 

10.83 

11.16 

11.48 

15.75 

H 

9.63 

9.97 

10.31 

10.66 

11.00 

11.34 

11.69 

12.03 

16.50 

1A 

10.06 

10.42 

10.78 

11.14 

11.50 

11.86 

12.22 

12.58 

17.25 

n 

10.50 

10.88 

11.25 

11.63 

12.00 

12.38 

12.75 

13.13 

18.00 

1A 

10.94 

11.33 

11.72 

12.11 

12.50 

12.89 

13.28 

13.67 

18.75 

If 

11.38 

11.78 

12.19 

12.59 

13.00 

13.41 

13.81 

14.22 

19.50 

ltt 

11.81 

12.23 

12.66 

13.08 

13.50 

13.92 

14.34 

14.77 

20.25 

If 

12.25 

12.69 

13.13 

13.56 

14.00 

14.44 

14.88 

15.31 

21.00 

Ilf 

12.69 

13.14 

13.59 

14.05 

14.50 

14.95 

15.41 

15.86 

21.75 

If 

13.13 

13.59 

14.06 

14.53 

15.00 

15.47 

15.94 

16.41 

22.50 

1 15 

Its - 

13.56 

14.05 

14.53 

15.02 

15.50 

15:98 

16.47 

16.95 

23.25 

2 

14.00 

14.50 

15.00 

15.50 

16.00 

16.50 

17.00 

17.50 

24.00 

































420 CAMBRIA STEEL. 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thickness 









< 

9" 

9f" 

9f" 

9f" 

10" 

lOf" 

lOf" 

lOf" 

12" 

in Inches. 






1 

16 

.563 

.578 

.594 

.609 

.625 

.641 

.656 

.672 

.750 

1 

8 

1.13 

1.16 

1.19 

1.22 

1.25 

1.28 

1.31 

1.34 

1.50 

3 

16 

1.69 

1.73 

1.78 

1.83 

1.88 

1.92 

1.97 

2.02 

2.25 

i 

4 

2.25 

2.31 

2.38 

2.44 

2.50 

2.56 

2.63 

2.69 

3.00 

5 

16 

2.81 

2.89 

2.97 

3.05 

3.13 

3.20 

3.28 

3.36 

3.75 

3 

8 

3.38 

3.47 

3.56 

3.66 

3.75 

3.84 

3.94 

4.03 

4.50 

7 

16 

3.94 

4.05 

4.16 

4.27 

4.38 

4.48 

4.59 

4.70 

5.25 

1 

2 

4.50 

4.63 

4.75 

4.88 

5.00 

5.13 

5.25 

5.38 

6.00 

9 

16 

5.06 

5.20 

5.34 

5.48 

5.63 

5.77 

5.91 

6.05 

6.75 

5 

8 

5.63 

5.78 

5.94 

6.09 

6.25 

6.41 

6.56 

6.72 

7.50 

11 

16 

6.19 

6.36 

6.53 

6.70 

6.88 

7.05 

7.22 

7.39 

8.25 

3 

4 

6.75 

6.94 

7.13 

7.31 

7.50 

7.69 

7.88 

8.06 

9.00 

13 

16 

7.31 

7.52 

7.72 

7.92 

8.13 

8.33 

8.53 

8.73 

9.75 

7 

8 

7.88 

8.09 

8.31 

8.53 

8.75 

8.97 

9.19 

9.41 

10.50 

15 

16 

8.44 

8.67 

8.91 

9.14 

9.38 

9.61 

9.84 

10.08 

11.25 

1 

9.00 

9.25 

9.50 

9.75 

10.00 

10.25 

10.50 

10.75 

12.00 

1 _L 

A 16 

9.56 

9.83 

10.09 

10.36 

10.63 

10.89 

11.16 

11.42 

12.75 

1 8 

10.13 

10.41 

10.69 

10.97 

11.25 

11.53 

11.81 

12.09 

13.50 

1_3_ 

A 16 

10.69 

10.98 

11.28 

11.58 

11.88 

12.17 

12.47 

12.77 

14.25 

1 A 

A 4 

11.25 

11.56 

11.88 

12.19 

12.50 

12.81 

13.13 

13.44 

15.00 

A 16 

11.81 

12.14 

12.47 

12.80 

13.13 

13.45 

13.78 

14.11 

15.75 

1 A 

1 8 

12.38 

12.72 

13.06 

13.41 

13.75 

14.09 

14.44 

14.78 

16.50 

A 16 

12.94 

13.30 

13.66 

14.02 

14.38 

14.73 

15.09 

15.45 

17.25 

1 A 

1 2 

13.50 

13.88 

14.25 

14.63 

15.00 

15.38 

15.75 

16.13 

18.00 

1-9- 

A 16 

14.06 

14.45 

14.84 

15.23 

15.63 

16.02 

16.41 

16.80 

18.75 

1 A 

1 8 

14.63 

15.03 

15.44 

15.84 

16.25 

16.66 

17.06 

17.47 

19.50 

1 Ai 

A 16 

15.19 

15.61 

16.03 

16.45 

16.88 

17.30 

17.72 

18.14 

20.25 

U 

15.75 

16.19 

16.63 

17.06 

17.50 

17.94 

18.38 

18.81 

21.00 

Uf 

16.31 

16.77 

17.22 

17.67 

18.13 

18.58 

19.03 

19.48 

21.75 

H 

16.88 

17.34 

17.81 

18.28 

18.75 

19.22 

19.69 

20.16 

22.50 

Iff 

17.44 

17.92 

18.41 

18.89 

19.38 

19.86 

20.34 

20.83 

23.25 

2 

18.00 

18.50 

19.00 

19.50 

20.00 

20.50 

21.00 

21.50 

24.00 


























CAMBRIA STEEL. 427 


AREAS OF FLAT ROLLED STEEL BARS. 

(concluded.) 


Thickness 









ii 

11" 

Ilf" 

111" 

Ilf" 

12 " 

12 i" 

12 |" 

12 f" 


in Inches. 






.£ 










Bax 

1 

16 

.688 

.703 

.719 

.734 

.750 

.766 

.781 

.797 

23® 

1 

8 

1.38 

1.41 

1.44 

1.47 

1.50 

1.53 

1.56 

1.59 

C3 4J O) 

3 

16 

2.06 

2.11 

2.16 

2.20 

2.25 

2.30 

2.34 

2.39 

03 1 -. 

8 £ 

i 

4 

2.75 

2.81 

2.88 

2.94 

3.00 

3.06 

3.13 

3.19 

« y a 

.G 

G -UlM 

5 

16 

3.44 

3.52 

3.59 

3.67 

3.75 

3.83 

3.91 

3.98 

g'O ° 

C *r 1 cti 

03 Si 

3 

8 

4.13 

4.22 

4.31 

4.41 

4.50 

4.59 

4.69 

4.78 

l.-a 

JL. 

1 6 

4.81 

4.92 

5.03 

5.14 

5.25 

5.36 

5.47 

5.58 

. 

1 

2 

5.50 

5.63 

5.75 

5.88 

6.00 

6.13 

6.25 

6.38 

™ v . CO 

9 

16 

6.19 

6.33 

6.47 

6.61 

6.75 

6.89 

7.03 

7.17 

borr-"* 

c * 2 _oi 

5 

8 

6.88 

7.03 

7.19 

7.34 

7.50 

7.66 

7.81 

7.97 

'cti'n ^ 

11 

16 

7.56 

7.73 

7.91 

8.08 

8.25 

8.42 

8.59 

8.77 

rt O 3 
£ ce o- 

3 

4 

8.25 

8.44 

8.63 

8.81 

9.00 

9.19 

9.38 

9.56 

a 

13 

1 6 

8.94 

9.14 

9.34 

9.55 

9.75 

9.95 

10.16 

10.36 

2 o> • 

173 i—i 

0 _. 

7 

8 

9.63 

9.84 

10.06 

10.28 

10.50 

10.72 

10.94 

11.16 

11 

G3 O 

O 

4-> O * 

15 

1 6 

10.31 

10.55 

10.78 

11.02 

11.25 

11.48 

11.72 

11.95 

1 

11.00 

11.25 

11.50 

11.75 

12.00 

12.25 

12.50 

12.75 

-*-> o 

bfl co . 
ca G + 

1 * 

11.69 

11.95 

12.22 

12.48 

12.75 

13.02 

13.28 

13.55 

H 

12.38 

12.66 

12.94 

13.22 

13.50 

13.78 

14.06 

14.34 

y <n 

Cu • 

1 

13.06 

13.36 

13.66 

13.95 

14.25 

14.55 

14.84 

15.14 

CM " 

If 

13.75 

14.06 

14.38 

14.69 

15.00 

15.31 

15.63 

15.94 











1 & 

14.44 

14.77 

15.09 

15.42 

15.75 

16.08 

16.41 

16.73 

g a! y 

If 

15.13 

15,47 

15.81 

16.16 

16.50 

16.84 

17.19 

17.53 


1 -?- 

116 

15.81 

16.17 

16.53 

16.89 

17.25 

17.61 

17.97 

18.33 

0 0 
(11 U ™ U 
rrt 

1 2 

16.50 

16.88 

17.25 

17.63 

18.00 

18.38 

18.75 

19.13 











■Ssx“ 

I- 5 - 

17.19 

17.58 

17.97 

18.36 

18.75 

19.14 

19.53 

19.92 


If 

17.88 

18.28 

18.69 

19.09 

19.50 

19.91 

20.31 

20.72 

** >>co ^ 

1 ii 

A 16 

H 

18.56 

18.98 

19.41 

19.83 

20.25 

20.67 

21.09 

21.52 

*=• || 
u-i o 11 

19.25 

19.69 

20.13 

20.56 

21.00 

21.44 

21.88 

22.31 

U O ^ r£> 

0 ^ 
„ 2 G Tt< 

Iff 

19.94 

20.39 

20.84 

21.30 

21.75 

22.20 

22.66 

23.11 

cC G i 

1 ff 

20.63 

21.09 

21.56 

22.03 

22.50 

22.97 

23.44 

23.91 

a; ° a • 

1 H 

21.31 

21.80 

22.28 

22.77 

23.25 

23.73 

24.22 

24.70 

r\ co CO 

H 8 a> X 

2 

22.00 

22.50 

23.00 

23.50 

24.00 

24.50 

25.00 

25.50 

Vh r , I 





































428 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STRIPS, HOOP OR 

BAND STEEL. 

Pound* per Lineal Foot. 

Thicknesses by Birmingham Wire Gauge. 


One cubic foot of steel weighs 489.6 pounds. 

For widths from inch to % inch and thicknesses from No. 19 to No. 11 B.W.G. 


Width 
in Inches. 

No. 19. 
.042 In. 

No. 18. 
.049 In. 

No. 17. 
.058 In. 

No. 16. 
.665 In. 

No. 15. 
.072 In. 

No. 14. 
.083 In. 

No. 13. 
.095 In. 

No. 12. 
.109 In. 

No. 11. 
.120 In. 

1 

4 

.036 

.042 

.049 

.055 

.061 

.071 

.081 

.093 

.102 

if 

.038 

.044 

.052 

.059 

.065 

.075 

.086 

.098 

.108 

fa 

.040 

.047 

.055 

.062 

.069 

.079 

.091 

.104 

.115 

if 

.042 

.049 

.059 

.066 

.073 

.084 

.096 

.110 

.121 

fa 

.045 

.052 

.062 

.069 

.077 

.088 

.101 

.116 

.128 

2 1 
■ST 

.047 

.055 

.065 

.073 

.080 

.093 

.106 

.122 

.134 

H 

.049 

.057 

.068 

.076 

.084 

.097 

.111 

.127 

.140 

If 

.051 

.060 

.071 

.079 

.088 

.101 

.116 

.133 

.147 

1 

.054 

.062 

.074 

.083 

.092 

.106 

' .121 

.139 

.153 

If 

.056 

.065 

.077 

.086 

.096 

.110 

.126 

.145 

.159 


.058 

.068 

.080 

.090 

.099 

.115 

.131 

.151 

.166 

if 

.060 

.070 

.083 

.093 

.103 

.119 

.136 

.156 

.172 

fa 

.062 

.073 

.086 

.097 

.107 

.123 

.141 

.162 

.179 

if 

.065 

.075 

.089 

.100 

.111 

.128 

.146 

.168 

.185 

h 

.067 

.078 

.092 

.104 

.115 

.132 

.151 

.174 

.191 

tt 

.069 

.081 

.096 

.107 

.119 

.137 

.156 

.180 

.198 

h 

.071 

.083 

.099 

.111 

.122 

.141 

.162 

.185 

.204 

If 

.074 

.086 

.102 

.114 

.126 

.146 

.167 

.191 

.210 

if 

.076 

.089 

.105 

.117 

.130 

.150 

.172 

.197 

.217 

If 

.078 

.091 

.108 

.121 

.134 

.154 

.17 7 

.203 

.223 

fa 

.080 

.094 

.111 

.124 

.138 

.159 

.182 

.208 

.230 

If 

.083 

.096 

.114 

.128 

.142 

.163 

.187 

.214 

.236 

x» 

.085 

.099 

.117 

.131 

.145 

.168 

.192 

.220 

.242 

1! 

.087 

.102 

.120 

.135 

.149 

.172 

.197 

.226 

.249 

t 

.089 

.104 

.123 

.138 

.153 

.176 

.202 

.232 

.255 


.091 

.107 

.126 

.142 

.157 

.181 

.207 

.237 

.261 

n 

.094 

.109 

.129 

.145 

.161 

.185 

.212 

.243 

.268 

h 

.096 

.112 

.132 

.148 

.164 

.190 

.217 

.249 

.274 

H 

.098 

.115 

.136 

.152 

.168 

.194 

.222 

.255 

.281 

If 

.100 

.117 

.139 

.155 

.172 

.198 

.227 

.261 

.287 

» 

.103 

.120 

.142 

.159 

.176 

.203 

.232 

.266 

.293 

if 

.105 

.122 

.145 

.162 

.180 

.207 

.237 

.272 

.300 

f 

.107 

.125 

.148 

.166 

.184 

.212 

.242 

.278 

.306 

























CAMBRIA STEEL. 429 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


PoundB per Lineal Foot. 

One cubic foot of steel weighs 489.6 pounds. 

For thicknesses from -fr inch to ys inch and widths from 34 inch to 1 inch. 


Thiokness 










in Inches. 

r 

17'/ 

it 


W 

5 '/ 

T 6 

21 '/ 

W 

2 3 '/ 

6 ¥ 

3." 

8 

'ft 

.053 

.056 

.060 

.063 

.066 

.070 

.073 

.076 

.080 

TS" 

.066 

.071 

.075 

.079 

.083 

.087 

.091 

.095 

.100 

.080 

.085 

.090 

,095 

.100 

.105 

.110 

.115 

.120 

A 

.093 

.099 

.105 

.110 

.116 

.122 

.128 

.134 

.139 

1 

8 

.106 

.113 

.120 

.126 

.133 

.139 

.146 

.153 

.159 


.120 

.127 

.134 

.142 

.149 

.157 

.164 

.172 

.179 


.133 

.141 

.149 

.168 

.166 

.174 

.183 

.191 

.199 


.146 

.155 

.164 

.173 

.183 

.192 

.201 

.210 

.219 

JL 

1 6 

.159 

.169 

.179 

.189 

.199 

.209 

.219 

.229 

.239 

n 

.173 

.183 

.194 

.205 

.216 

.227 

.237 

.248 

.259 


.186 

.198 

.209 

.221 

.232 

.244 

.256 

.267 

.279 

H 

.199 

.212 

.224 

.237 

.249 

.261 

.274 

.286 

.299 

i 

4 

.213 

.226 

.239 

.252 

.266 

.279 

.292 

.395 

.319 

H 

.226 

.240 

.254 

.268 

.282 

.296 

.310 

. 32 d 

.339 

• 

.239 

.254 

.269 

.284 

.299 

.314 

.329 

.344 

.359 

H 

.252 

.268 

.284 

.300 

.315 

.331 

.347 

.363 

.379 

TS 

n 

.266 

.282 

.299 

.315 

.332 

.349 

.365 

.382 

.398 

.279 

.296 

.314 

.331 

.349 

.366 

.383 

.401 

.418 

ft 

.292 

.310 

.329 

.347 

.365 

.383 

.402 

.420 

.438 

fi 

.305 

.325 

.344 

.363 

.382 

.401 

.420 

.439 

.458 

* 

.319 

.339 

.359 

.379 

.398 

.418 

.438 

.458 

.478 

ft 

.332 

.353 

.374 

.394 

.415 

.436 

.457 

.477 

.498 

.345 

.367 

.388 

.410 

.432 

.453 

.475 

.496 

.518 

H 

.359 

.381 

.403 

.426 

.448 

.471 

.493 

.515 

.538 


.372 

.395 

.418 

.442 

.465 

.488 

.511 

.535 

.558 

H 

.385 

.409 

.433 

.457 

.481 

.506 

.530 

.554 

.578 

.398 

.423 

.448 

.473 

.498 

.523 

.548 

.573 

.598 

tt 

.412 

.437 

.463 

.489 

.515 

.540 

.566 

.592 

.618 

i 

!S 

.425 

.452 

.478 

.505 

.531 

.558 

.584 

.611 

.638 

.438 

.466 

.493 

.520 

.548 

.575 

.603 

.630 

.65 7 

• 4 

.452 

.480 

.508 

.536 

.564 

.593 

.621 

.649 

.677 

3 2 

II 

A 

.465 

.494 

.523 

.552 

.581 

.610 

.639 

.668 

.697 

.478 

.508 

.538 

.567 

| .598 

.628 

.657 

.687 

.717 




























430 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 


(continued.) 


Thickness 










in Inches. 

if" 

13// 

3? 

2 7// 
ST 

7 // 

16 

2 9// 
ST 

15// 

32 

3 1" 
ST 

i" 

2 

12" 


.083 

.086 

.090 

.093 

.096 

.100 

.103 

.106 

2.55 

ST 

.104 

.108 

.112 

.116 

.120 

.125 

.129 

.133 

3.19 

T2 

.125 

.129 

.134 

.139 

.144 

.149 

.154 

.159 

3.83 

ST 

.145 

.151 

.157 

.163 

.169 

.174 

.180 

.186 

4.46 

*f 

.166 

.173 

.179 

.186 

.193 

.199 

.206 

.212 

5.10 

9 

ST 

.187 

.194 

.202 

.209 

.217 

.224 

.232 

.239 

5.74 

5 

32 

.208 

.216 

.224 

.232 

.241 

.249 

.257 

.266 

6.38 

ST 

.228 

.237 

.247 

.256 

.265 

.274 

.283 

.292 

7.01 

A 

.249 

.259 

.269 

.279 

.289 

.299 

.309 

.319 

7.65 

if 

.270 

.281 

.291 

.302 

.313 

.324 

.335 

.345 

8.29 

T2 

.291 

.302 

.314 

.325 

.337 

.349 

.360 

.372 

8.93 

if 

.311 

.324 

.336 

.349 

.361 

.374 

.386 

.398 

9.56 

i 

4 

.332 

.345 

.359 

.372 

.385 

.398 

.412 

.425 

10.20 

if 

.353 

.367 

.381 

.395 

.409 

.423 

.437 

.452 

10.84 


.374 

.388 

.403 

.418 

.433 

.448 

.463 

.478 

11.48 

if 

.394 

.410 

.426 

.442 

.457 

.473 

.489 

.505 

12.11 

3^ 

.415 

.432 

.448 

.465 

.481 

.498 

.515 

.531 

12.75 

if 

.436 

.453 

.471 

.488 

.506 

.523 

.540 

.558 

13.39 

it 

.457 

.475 

.493 

.511 

.530 

.548 

.566 

.584 

14.03 

if 

.477 

.496 

.515 

.535 

.554 

.573 

.592 

.611 

14.66 

3 

8 

.498 

.518 

.538 

.558 

.578 

.598 

.618 

.638 

15.30 

if 

.519 

.540 

.560 

.581 

.602 

.623 

.643 

.664 

15.94 

if 

.540 

.561 

.583 

.604 

.626 

.647 

.669 

.691 

16.58 

if 

.560 

.583 

.605 

.628 

.650 

.672 

.695 

.717 

17.21 

TS 

.581 

.604 

.628 

.651 

.674 

.697 

.721 

.744 

17.85 

if 

.602 

.626 

.650 

.674 

.698 

.722 

.746 

.770 

18.49 

if 

.623 

.647 

.672 

.697 

.722 

.747 

.772 

.797 

19.13 

if 

.643 

.669 

.695 

.721 

.746 

.772 

.798 

.823 

19.76 

2 

.664 

.691 

.717 

.744 

.770 

.797 

.823 

.850 

20.40 

if 

.685 

.712 

.740 

.767 

.794 

.822 

.849 

.877 

21.04 

if 

.706 

.734 

.762 

.790 

.818 

.847 

.875 

.903 

21.68 

8 5 

ST 

.726 

.755 

.784 

.813 

.843 

.872 

.901 

.930 

22.31 

9 

IS 

.747 

.777 

.807 

.837 

.867 

.896 

.926 

.956 

22.95 





























CAMBRIA STEEL. 431 

WEIGHTS OF FLAT ROLLED STEEL BARS, 

Pounds per Lineal Foot. 


(continued.) 


Thickness 





i 





in Inches. 

3 3" 

6¥ 

17// 

32 

3 5// 

6¥ 

9 // 

16 

3 7" 

6¥ 

19// 

32 

3 9// 

6¥ 

5// 

8 

12 " 

1 

16 

.110 

.113 

.116 

.120 

.123 

.126 

.129 

.133 

2.55 

6 5 ‘f 

.137 

.141 

.145 

.149 

.154 

.158 

.162 

.166 

3.19 


.164 

.169 

.174 

.179 

.184 

.189 

.194 

.199 

3.83 


.192 

.198 

.203 

.209 

.215 

.221 

.227 

.232 

4.46 

1 

8 

.219 

.226 

.232 

.239 

.246 

.252 

.259 

.266 

5.10 

9 

.247 

.254 

.261 

.269 

.276 

.284 

.291 

.299 

5.74 

5 

32 

.274 

.282 

.291 

.299 

.307 

.315 

.324 

.332 

6.38 

£1 

.301 

.310 

.320 

.329 

.338 

.347 

.356 

.365 

7.01 

3 

1 8 

.329 

.339 

.349 

.359 

.369 

.379 

.388 

.398 

7.65 

1 3 

tt 

.356 

.367 

.378 

.388 

.399 

.410 

.421 

.432 

8.29 

7 

TZ 

.383 

.395 

.407 

.418 

.430 

.442 

.453 

.465 

8.93 

15 

6? 

.411 

.423 

.436 

.448 

.461 

.473 

.486 

.498 

9.56 

1 

4 

.438 

.452 

.465 

.478 

.491 

.505 

.518 

.531 

10.20 

tt 

.466 

.480 

.494 

.508 

.522 

.536 

.550 

.564 

10.84 

9 

3 2 

.493 

.508 

.523 

.538 

.553 

.568 

.583 

.598 

11.48 

u 

.520 

.536 

.552 

.568 

.584 

.599 

.615 

.631 

12.11 

5 

16 

.548 

.564 

.581 

.598 

.614 

.631 

.647 

.664 

12.75 

2 1 

.575 

.593 

.610 

.628 

.645 

.662 

.680 

.697 

13.39 

ii 

3 2 

.603 

.621 

.639 

.657 

.676 

.694 

.712 

.730 

14.03 

2 3 

.630 

.649 

.668 

.687 

.706 

.725 

.745 

.764 

14.66 

3 

8 

u 

.657 

.677 

.697 

.717 

.737 

.757 

.777 

.797 

15.30 

.685 

.706 

.726 

.747 

.768 

.789 

.809 

.830 

15.94 

13 

.712 

.734 

.755 

.777 

.799 

.820 

.842 

.863 

16.58 

tt 

.740 

.762 

.784 

.807 

.829 

.852 

.874 

.896 

17.21 

7 

.767 

.790 

.813 

.837 

.860 

.883 

.906 

.930 

17.85 

II 

.794 

.818 

.843 

.867 

.891 

.915 

.939 

.963 

18.49 

15 

.822 

.847 

.872 

.896 

.921 

.946 

.971 

.996 

19.13 

3 1 

6¥ 

.849 

.875 

.901 

.926 

.952 

.978 

1.00 

1.03 

19.76 

1 

.877 

.903 

.930 

.956 

.983 

1.01 

1.04 

1.06 

20.40 

3 3 

ST 

1 7 

.904 

.931 

.959 

.986 

1.01 

1.04 

1.07 

1.10 

21.04 

.931 

.960 

.988 

1.02 

1.04 

1.07 

1.10 

1.13 

21.68 

35 

9 

16 

.959 

.988 

1.02 

1.05 

1.07 

1.10 

1.13 

1.16 

22.31 

.986 

1.02 

1.05 

1.08 

1.11 

1.14 

1.17 

1.20 

22.95 










































432 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 


(CONTINUED.) 


Thickness 










in Inches. 

H" 

W 

if 

ii" 

16 

tf 

2 3 // 
32 

if 

i" 

4 

12 " 

"16 

.136 

.139 

.143 

.146 

.149 

.153 

.156 

.159 

2.55 

Tf 

.170 

.174 

.178 

.183 

.187 

.191 

.195 

.199 

3.19 

A 

.204 

.209 

.214 

.219 

.224 

.229 

.234 

.239 

3.83 

s 7 t 

.238 

.244 

.250 

.256 

.261 

.267 

.273 

.279 

4.46 

i 

.272 

.279 

.286 

.292 

.299 

.305 

.312 

.319 

5.10 

& 

.306 

.314 

.321 

.329 

.336 

.344 

.351 

.359 

5.74 

.340 

.349 

.357 

.365 

.374 

.382 

.390 

.398 

6.38 

It 

.374 

.383 

.393 

.402 

.411 

.420 

.429 

.438 

7.01 

A 

.408 

.418 

.428 

.438 

.448 

.458 

.468 

.478 

7.65 

1 3 

7T 

.442 

.453 

.464 

.475 

.486 

.496 

.507 

.518 

8.29 

s? 

.476 

.488 

.500 

.511 

.523 

.535 

.546 

.558 

8.93 

If 

.510 

.523 

.535 

.548 

.560 

.573 

.585 

.598 

9.56 

i 

.545 

.558 

.571 

.584 

.598 

.611 

.624 

.638 

10.20 

it 

.579 

.593 

.607 

.621 

.635 

.649 

.663 

.677 

10.84 

A 

.613 

.628 

.642 

.657 

.672 

.687 

.702 

.717 

11.48 

1 9 

TT 

.647 

.662 

.678 

.694 

.710 

.725 

.741 

.757 

12.11 

A 

.681 

.697 

.714 

.730 

.747 

.764 

.780 

.797 

12.75 

H 

.715 

.732 

.750 

.767 

.784 

.802 

.819 

.827 

13.39 


.749 

.767 

.785 

.804 

.822 

.840 

.858 

.877 

14.03 

H 

.783 

.802 

.821 

.840 

.859 

.878 

.897 

.916 

14.66 

i 

a 

.817 

.837 

.857 

.877 

.896 

.916 

.936 

.956 

15.30 

It 

.851 

.872 

.892 

.913 

.934 

.955 

.975 

.996 

15.94 

.885 

.906 

.928 

.950 

.971 

.993 

1.01 

1.04 

16.58 

tt 

.919 

.941 

.964 

.986 

1.01 

1.03 

1.05 

1.08 

17.21 

iV 

.953 

.976 

.999 

1.02 

1.05 

1.07 

1.09 

1.12 

17.85 

if 

.987 

1.01 

1.04 

1.06 

1.08 

1.11 

1.13 

1.16 

18.49 

H 

1.02 

1.05 

1.07 

1.10 

1.12 

1.15 

1.17 

1.20 

19.13 

It 

1.06 

1.08 

1.11 

1.13 

1.16 

1.18 

1.21 

1.24 

19.76 


1.09 

1.12 

1.14 

1.17 

1.20 

1.22 

1.25 

1.28 

20.40 

H 

1.12 

1.15 

1.18 

1.21 

1.23 

1.26 

1.29 

1.31 

21.04 

« 

1.16 

1.19 

1.21 

1.24 

1.27 

1.30 

1.33 

1.35 

21.68 

II 

1.19 

1.22 

1.25 

1.28 

1.31 

1.34 

1.37 

1.39 

22.31 

A 

1.23 

1.26 

1.28 

1.31 

1.34 

1.37 

1.40 

1.43 

22.95 




























CAMBRIA 

STEEL. 



433 

WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Toot. 

(continued.) 

< 

Thickness 

in Inches. 

49// 

64 

25// 

32 

51// 

64 

13// 

16 

5 3// 

64 

tt " 

ef" 

r 

12" 

1 

1 6 

.163 

.166 

.169 

.173 

.176 

.179 

.183 

.186 

2.55 

5 

64 

.203 

.208 

.212 

.216 

.220 

.224 

.228 

.232 

3.19 

3 

32 

.244 

.249 

.254 

.259 

.264 

.269 

.274 

.279 

3.83 

7 

64 

.285 

.291 

.296 

.302 

.308 

.314 

.320 

.325 

4.46 

1 

8 

.325 

.332 

.339 

.345 

.352 

.359 

.365 

.372 

5.10 

9 

64 

.366 

.374 

.381 

.388 

.396 

.403 

'.411 

.418 

5.74 


.407 

.415 

.423 

.432 

.440 

.448 

.457 

.465 

6.38 

11 

64 

.447 

.457 

.466 

.475 

.484 

.493 

.502 

.511 

7.01 

TJ) 

.488 

.498 

.508 

.518 

.528 

.538 

.548 

.558 

7.65 

13 
ft 4- 

.529 

.540 

.550 

.561 

.572 

.583 

.594 

.604 

8.29 

7 

¥5" 

.569 

.581 

.593 

.604 

.616 

.628 

.639 

.651 

8.93 

15 

64 

.610 

.623 

.635 

.647 

.660 

.672 

.685 

.697 

9.56 

1 

4 

.651 

.664 

.677 

.691 

.704 

.717 

.730 

.744 

10.20 

17 

6 4 

.691 

.706 

.720 

.734 

.748 

.762 

.776 

.790 

10.84 

9 

T? 

.732 

.747 

.762 

.777 

.792 

.807 

.822 

.837 

11.48 

19 

64 

.773 

.789 

.804 

.820 

.836 

.852 

.867 

.883 

12.11 

5 

1 ft 

.813 

.830 

.847 

.863 

.880 

.897 

.913 

.930 

12.75 

21 

6 4 

.854 

.872 

.889 

.906 

.924 

.941 

.959 

.976 

13.39 

11 

3 2 

.895 

.913 

.931 

.950 

.968 

.986 

1.00 

1.02 

14.03 

23 

64 

.936 

.955 

.974 

.993 

1.01 

1.03 

1.05 

1.07 

14.66 

3 

.976 

.996 

1.02 

1.04 

1.06 

1.08 

1.10 

1.12 

15.30 

25 

1.02 

1.04 

1.06 

1.08 

1.10 

1.12 

1.14 

1.16 

15.94 

13 

1.06 

1.08 

1.10 

1.12 

1.14 

1.17 

1.19 

1.21 

16.58 

27 

TT4 

1.10 

1.12 

1.14 

1.17 

1.19 

1.21 

1.23 

1.26 

17.21 

7 

1.14 

1.16 

1.19 

1.21 

1.23 

1.26 

1.28 

1.30 

17.85 

29 

1.18 

1.20 

1.23 

1.25 

1.28 

1.30 

1.32 

1.35 

18.49 

15 

1.22 

1.25 

1.27 

1.30 

1.32 

1.35 

1.37 

1.40 

19.13 

31 

64 

1.26 

1.29 

1.31 

1.34 

1.36 

1.39 

1.42 

1.44 

19.76 

1 

1.30 

1.33 

1.35 

1.38 

1.41 

1.43 

1.46 

1.49 

20.40 

AA 

1.34 

1.37 

1.40 

1.42 

1.45 

1.48 

1.51 

1.53 

21.04 

1 7 

1.38 

1.41 

1.44 

1.47 

1.50 

1.52 

1.55 

1.58 

21.68 

35 

1.42 

1.45 

1.48 

1.51 

1.54 

1.57 

1.60 

1.63 

22.31 

9 

16 

1.46 

1.49 

1.52 

1.55 

1.58 

1.61 

1.64 

1.67 

22.95 





























434 


CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(continued.) 


Thickness 










in Inches. 

57/' 

64 

29 // 
32 

59 // 
64 

15 // 

16 

61// 

64 

31 // 

32 

6 3 // 
64 

1 " 

12 " 

1 

1 ft 

.189 

.193 

.196 

.199 

.203 

.206 

.209 

.213 

2.55 

5 

ft 4. 

.237 

.241 

.245 

.249 

.253 

.257 

.262 

.266 

3.19 

3 

3 2 

.284 

.289 

.294 

.299 

.304 

.309 

.314 

.319 

3.83 

7 

64 

.331 

.337 

.343 

.349 

.354 

.360 

.366 

.372 

4.46 

1 

8 

.379 

.385 

.392 

.398 

.405 

.412 

.418 

.425 

5.10 

9 

84 

.426 

.433 

.441 

.448 

.456 

.463 

.471 

.478 

5.74 

5 

3 2 

.473 

.481 

.490 

.498 

.506 

.515 

.523 

.531 

6.38 

11 

64 

.520 

.529 

.538 

.548 

.557 

.566 

.575 

.584 

7.01 

TO 

.568 

.578 

.588 

.598 

.608 

.618 

.628 

.638 

7.65 

13 

64 

.615 

.626 

.637 

.648 

.658 

.669 

.680 

.691 

8.29 

7 

3 2 

.662 

.674 

.686 

.697 

.709 

.721 

.732 

.744 

8.93 

15 

64 

.710 

.722 

.735 

.747 

.760 

.772 

.784 

.797 

9.56 

1 

4 

.757 

.770 

.784 

.797 

.810 

.823 

.837 

.850 

10.20 

17 

64 

.804 

.818 

.833 

.847 

.861 

.875 

.889 

.903 

10.84 

9 

32 

.852 

.867 

.882 

.896 

.911 

.926 

.941 

.956 

11.48 

19 

64 

.899 

.915 

.931 

.946 

.962 

.978 

.994 

• 

1.01 

12.11 

5 

16 

.946 

.963 

.980 

.996 

1.01 

1.03 

1.05 

1.06 

12.75 

21 

64 

.994 

1.01 

1.03 

1.05 

1.06 

1.08 

1.10 

1.12 

13.39 

11 

32 

1.04 

1.06 

1.08 

1.10 

1.11 

1.13 

1.15 

1.17 

14.03 

23 

64 

1.09 

1.11 

1.13 

1.15 

1.17 

1.18 

1.20 

1.22 

14.66 

3 

8 

1.14 

1.16 

1.18 

1.20 

1.22 

1.24 

1.26 

1.28 

15.30 

25 

64 

1.18 

1.20 

1.22 

1.25 

1.27 

1.29 

1.31 

1.33 

15.94 

JL3. 

32 

. 1.23 

1.25 

1.27 

1.30 

1.32 

1.34 

1.36 

1.38 

16.58 

27 

64 

1.28 

1.30 

1.32 

1.35 

1.37 

1.39 

1.41 

1.43 

17.21 

7 

TO 

1.33 

1.35 

1.37 

1.40 

1.42 

1.44 

1.46 

1.49 

17.85 

29 

64 

1.37 

1.40 

1.42 

1.44 

1.47 

1.49 

1.52 

1.54 

18.49 

15 

32 

1.42 

1.44 

1.47 

1.49 

1.52 

1.54 

1.57 

1.59 

19.13 

31 

64 

1.47 

1.49 

1.52 

1.54 

1.57 

1.60 

1.62 

1.65 

19.76 

1 

2 

1.51 

1.54 

1.57 

1.59 

1.62 

1.65 

1.67 

1.70 

20.40 

33 

64 

1.56 

1.59 

1.62 

1.64 

1.67 

1.70 

1.73 

1.75 

21.04 

1 7 

32 

1.61 

1.64 

1.67 

1.69 

1.72 

1.75 

1.78 

1.81 

21.68 

35 

64 

1.66 

1.69 

1.71 

1.74 

1.77 

1.80 

1.83 

1.86 

22.31 

9 

16 

1.70 

1.73 

1.76 

1.79 

1.82 

1.85 

1.88 

1.91 

22.95 




























CAMBRIA STEEL. 435 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


Pounds per Lineal Foot. 

One cubic foot of steel weighs 4S9.6 pounds. 

For Thicknesses from re in- to 2 ins. and Widths from 1 in. to 12% ins. 


Thickness 

in Inches. 

1 " 

1 A " 

A 4 

1 A" 

a 2 

13 W 

A4 

2 " 

21 " 

2 r 

2 f " 

12 " 

1 

1 6 

.213 

.266 

.319 

.372 

.425 

.478 

.531 

.584 

2.55 

1 

8 

.425 

.531 

.638 

.744 

.850 

.956 

1.06 

1.17 

5.10 

3 

1 6 

.638 

.797 

.956 

1.12 

1.28 

1.43 

1.59 

1.75 

7.65 

i 

4 

.850 

1.06 

1.28 

1.49 

1.70 

1.91 

2.13 

2.34 

10.20 

5 

1 6 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

3 

8 

1.28 

1.59 

1.91 

2.23 

2.55 

2.87 

3.19 

3.51 

15.30 

7 

1 ft 

1.49 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72 

4.09 

17.85 

1 

2 

1.70 

2.13 

2.55 

2.98 

3.40 

3.83 

4.25 

4.68 

20.40 

9 

1 fi 

1.91 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

22.95 

5 

8 

2.13 

2.66 

3.19 

3.72 

4.25 

4 . 78 ’ 

5.31 

5.84 

25.50 

11 

1 fi 

2.34 

2.92 

3.51 

4.09 

4.68 

5.26 

5.84 

6.43 

28.05 

3 

4 

2.55 

3.19 

3.83 

4.46 

5.10 

5.74 

6.38 

7.01 

30.60 

13 

2.76 

3.45 

4.14 

4.83 

5.53 

6.22 

6.91 

7.60 

33.15 

7 

3 

2.98 

3.72 

4.46 

5.21 

5.95 

6.69 

7.44 

8.18 

35.70 

15 

3.19 

3.98 

4.78 

5.58 

6.38 

7.17 

7.97 

8.77 

38.25 

1 

3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

40.80 

Its 

3.61 

4.52 

5.42 

6.32 

7.23 

8.13 

9.03 

9.93 

43.35 

H 

3.83 

4.78 

5.74 

6.69 

7.65 

8.61 

9.56 

10.52 

45.90 

1 - 3 - 

4.04 

5.05 

6.06 

7.07 

8.08 

9.08 

10.09 

11.10 

48.45 

1 A 

1 4 

4.25 

5.31 

6.38 

7.44 

8.50 

9.56 

10.63 

11.69 

51.00 

I- 5 - 

4.46 

5.58 

6.69 

7.81 

8.93 

10.04 

11.16 

12.27 

53.55 

1 f 

4.68 

5.84 

7.01 

8.18 

9.35 

10.52 

11.69 

12.86 

56.10 

1 - 7 - 

4.89 

6.11 

7.33 

8.55 

9.78 

11.00 

12.22 

13.44 

58.65 

1 A 

A 2 

5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12.75 

14.03 

61.20 

1 9 

5.31 

6.64 

7.97 

9.30 

10.63 

11.95 

13.28 

14.61 

63.75 

1 t 

5.53 

6.91 

8.29 

9.67 

11.05 

12.43 

13.81 

15.19 

66.30 

1 iJL 

5.74 

7.17 

8.61 

10.04 

11.48 

12.91 

14.34 

15.78 

68.85 

1 3. 

A 4 

5.95 

7.44 

8.93 

10.41 

11.90 

13.39 

14.88 

16.36 

71.40 

113 

6.16 

7.70 

9.24 

10.78 

12.33 

13.87 

15.41 

16.95 

73.95 

1 1 

6.38 

7.97 

9.56 

11.16 

12.75 

14.34 

15.94 

17.53 

76.50 

111 

6.59 

8.23 

9.88 

11.53 

13.18 

14.82 

16.47 

18.12 

79.05 

2 

6.80 

8.50 

10.20 

11.90 

13.60 

15.30 

17.00 

18.70 

81.60 




























































CAMBRIA STEEL. 437 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(continued.) 


Thickness 
in Inches. 

5" 

5i" 

5V 

5f" 

6" 

GY 

GY 

GY 

12" 

* 

1.06 

1.12 

1.17 

1.22 

1.28 

1.33 

1.38 

1.43 

2.55 

1 

8 

2.13 

2.23 

2.34 

2.44 

2.55 

2.66 

2.76 

2.87 

5.10 

A 

3.19 

3.35 

3.51 

3.67 

3.83 

3.98 

4.14 

4.30 

7.65 

i 

4.25 

4.46 

4.68 

4.89 

5.10 

5.31 

5.53 

5.74 

10.20 

A 

5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

3 

8 

6.38 

6.69 

7.01 

7.33 

7.65 

7.97 

8.29 

8.61 

15.30 

7 

T¥ 

7.44 

7.81 

8.18 

8.55 

8.93 

9.30 

9.67 

10.04 

17.85 

1 

2 

8.50 

8.93 

9.35 

9.78 

10.20 

10.63 

11.05 

11.48 

20.40 

9 

1 8 

9.56 

10.04 

10.52 

11.00 

11.48 

11.95 

12.43 

12.91 

22.95 

5 

8 

10.63 

11.16 

11.69 

12.22 

12.75 

13.28 

13.81 

14.34 

25.50 

UL 

16 

11.69 

12.27 

12.86 

13.44 

14.03 

14.61 

15.19 

15.78 

28.05 

i 

4 

12.75 

13.39 

14.03 

14.67 

15.30 

15.94 

16.58 

17.21 

30.60 

H 

13.81 

14.50 

15.19 

15.88 

16.58 

17.27 

17.96 

18.65 

33.15 

7 

3 

14.88 

15.62 

16.36 

17.11 

17.85 

18.59 

19.34 

20.08 

35.70 

15 

1 0 

15.94 

16.73 

17.53 

18.33 

19.13 

19.92 

20.72 

21.52 

38.25 

1 

17.00 

17.85 

18.70 

19.55 

20.40 

21.25 

22.10 

22.95 

40.80 

1 * 

18.06 

18.97 

19.87 

20.77 

21.68 

22.58 

23.48 

24.38 

43.35 

u 

19.13 

20.08 

21.04 

21.99 

22.95 

23.91 

24.86 

25.82 

45.90 

1 A 

20.19 

21.20 

22.21 

23.22 

24.23 

25.23 

26.24 

27.25 

48.45 

u 

21.25 

22.31 

23.38 

24.44 

25.50 

26.56 

27.63 

28.69 

51.00 

,1A 

22.31 

23.43 

2 * 4.54 

25.66 

26.78 

27.89 

29.01 

30.12 

53.55 

If 

23.38 

24.54 

25.71 

26.88 

28.05 

29.22 

30.39 

31.56 

56.10 

1A 

24.44 

25.66 

26.88 

28.10 

29.33 

30.55 

31.77 

32.99 

58.65 

n 

25.50 

26.78 

28.05 

29.33 

30.60 

31.88 

33.15 

34.43 

61.20 


26.56 

27.89 

29.22 

30.55 

31.88 

33.20 

34.53 

35.86 

63.75 

it 

27.63 

29.01 

30.39 

31.77 

33.15 

34.53 

35.91 

37.29 

66.30 

iff 

28.69 

30.12 

31.56 

32.99 

34.43 

35.86 

37.29 

38.73 

68.85 

if 

29.75 

31.24 

32.73 

34.21 

35.70 

37.19 

38.68 

40.16 

71.40 

in 

30.81 

32.35 

33.89 

35.43 

36.98 

38.52 

40.06 

41.60 

73.95 


31.88 

33.47 

35.06 

36.66 

38.25 

39.84 

41.44 

43.03 

76.50 

114. 

32.94 

34.58 

36.23 

37.88 

39.53 

41.17 

42.82 

44.47 

79.05 

2 

34.00 

35.70 

37.40 

39.10 

40.80 

42.50 

44.20 

45.90 

81.60 


'sl:l 


























438 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(continued.) 


Thickness 
in Inches. 

7 " 

nit / 

‘ 4 

nur 

1 2 

7 f " 

8 " 

8 |" 

8V 

8 f " 

12 " 

1 

1 6 

1.49 

1.54 

1.59 

1.65 

1.70 

1.75 

1.81 

1.86 

2.55 

i 

8 

2.98 

3.08 

3.19 

3.29 

3.40 

3.51 

3.61 

3.72 

5.10 

3 

16 

4.46 

4.62 

4.78 

4.94 

5.10 

5.26 

5.42 

5.58 

7.65 

i 

4 

5.95 

6.16 

6.38 

6.59 

6.80 

7.01 

7.23 

7.44 

10.20 

5 

16 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

3 

8 

8.93 

9.24 

9.56 

9.88 

10.20 

10.52 

10.84 

11.16 

15.30 

7 

16 

10.41 

10.78 

11.16 

11.53 

11.90 

12.27 

12.64 

13.02 

17.85 

1 

2 

11.90 

12.33 

12.75 

13.18 

13.60 

14.03 

14.45 

14.88 

20.40 

9 

16 

13.39 

13.87 

14.34 

14.82 

15.30 

15.78 

16.26 

16.73 

22.95 

5 

8 

14.88 

15.41 

15.94 

16.47 

17.00 

17.53 

18.06 

18.59 

25.50 

11 

16 

16.36 

16.95 

17.53 

18.12 

18.70 

19.28 

19.87 

20.45 

28.05 

3 

4 

17.85 

18.49 

19.13 

19.76 

20.40 

21.04 

21.68 

22.31 

30.60 

13 

16 

19.34 

20.03 

20.72 

21.41 

22.10 

22.79 

23.48 

24.17 

33.15 

7 

8 

20.83 

21.57 

22.31 

23.06 

23.80 

24.54 

25.29 

26.03 

35.70 

15 

16 

22.31 

23.11 

23.91 

24.70 

25.50 

26.30 

27.09 

27.89 

38.25 

1 

23.80 

24.65 

25.50 

26.35 

27.20 

28.05 

28.90 

29.75 

40.80 


25.29 

26.19 

27.09 

28.00 

28.90 

29.80 

30.71 

31.61 

43.35 

H 

26.78 

27.73 

28.69 

29.64 

30.60 

31.56 

32.51 

33.47 

45.90 

l * 

28.26 

29.27 

30.28 

31.29 

32.30 

33.31 

34.32 

35.33 

48.45 

11 

1 4 

29.75 

30.81 

31.88 

32.94 

34.00 

35.06 

36.13 

37.19 

51.00 

1_5 

1 16 

31.24 

32.35 

33.47 

34.58 

35.70 

36.82 

37.93 

39.05 

53.55 

1 8 

■ 32.73 

33.89 

35.06 

36.23 

37.40 

38.57 

39.74 

40.91 

56.10 

1 _I_ 

x 16 

34.21 

35.43 

36.66 

37.88 

39.10 

40.32 

41.54 

42.77 

58.65 

1 i 

A 2 

35.70 

36.98 

38.25 

39.53 

40.80 

42.08 

43.35 

44.63 

61.20 

1-9_ 

1 16 

37.19 

38.52 

39.84 

41.17 

42.50 

43.83 

45.16 

46.48 

63.75 

1 £ 

1 8 

38.68 

40.06 

41.44 

42.82 

44.20 

45.58 

46.96 

48.34 

66.30 

1 ii 

1 16 

40.16 

41.60 

43.03 

44.47 

45.90 

47.33 

48.77 

50.20 

68.85 

If 

41.65 

43.14 

44.63 

46.11 

47.60 

49.09 

50.58 

52.06 

71.40 

Iff 

43.14 

44.68 

46.22 

47.76 

49.30 

50.84 

52.38 

53.92 

73.95 

1 1 

1 8 

44.63 

46.22 

47.81 

49.41 

51.00 

52.59 

54.19 

55.78 

76.50 

1 T 5 

1 16 

46.11 

47.76 

49.41 

51.05 

52.70 

54.35 

55.99 

57.64 

79.05 

2 

47.60 

49.30 

51.00 

52.70 

54.40 

56.10 

57.80 

59.50 

81.60 



































CAMBRIA STEEL. 439 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


Pounds per Lineal Foot. 

(continued.) 


Thickness 
in Inches. 

9 " 

9 |" 

9 f " 

9 f " 

10" 

lOf " 

ior 

10f" 

12" 

1 

16 

1.91 

1.97 

2.02 

2.07 

2.13 

2.18 

2.23 

2.28 

2.55 

1 

8 

3.83 

3.93 

4.04 

4.15 

4.25 

4.36 

4.46 

4.57 

5.10 

JL 

1 6 

5.74 

5.90 

6.06 

6.22 

6.38 

6.53 

6.69 

6.85 

7.65 

1 

4 

7.65 

7.86 

8.08 

8.29 

8.50 

8.71 

8.93 

9.14 

10.20 

1 6 

9.56 

9.83 

10.09 

10.36 

10.63 

10.89 

11.16 

11.42 

12.75 

3 

8 

11.48 

11.79 

12.11 

12.43 

12.75 

13.07 

13.39 

13.71 

15.30 

7 

1 6 

13.39 

13.76 

14.13 

14.50 

14.88 

15.25 

15.62 

15.99 

17.85 

1 

2 

15.30 

15.73 

16.15 

16.58 

17.00 

17.43 

17.85 

18.28 

20.40 

9 

1 6 

17.21 

17.69 

18.17 

18.65 

19.13 

19.60 

20.08 

20.56 

22.95 

5 

8 

19.13 

19.66 

20.19 

20.72 

21.25 

21.78 

22.31 

22.84 

25.50 

11 

16 

21.04 

21.62 

22.21 

22.79 ‘ 

23.38 

23.96 

24.54 

25.13 

28.05 

3 

4 

22.95 

23.59 

24.23 

24.86 

25.50 

26.14 

26.78 

27.41 

30.60 

13 

1 6 

24.86 

25.55 

26.24 

26.93 

27.63 

28.32 

29.01 

29.70 

33.15 

7 

8 

26.78 

27.52 

28.26 

29.01 

29.75 

30.49 

31.24 

31.98 

35.70 

15 

1 6 

28.69 

29.48 

30.28 

31.08 

31.88 

32.67 

33.47 

34.27 

38.25 

1 

30.60 

31.45 

32.30 

33.15 

34.00 

34.85 

35.70 

36.55 

40.80 


32.51 

33.42 

34.32 

35.22 

36.13 

37.03 

37.93 

38.83 

43.35 

H 

34.43 

35.38 

36.34 

37.29 

38.25 

39.21 

40.16 

41.12 

45.90 

1_3_ 

11 g 

36.34 

37.35 

38.36 

39.37 

40.38 

41.38 

42.39 

43.40 

48.45 

1 i 

1 4 

38.25 

39.31 

40.38 

41.44 

42.50 

43.56 

44.63 

45.69 

51.00 

1A 

40.16 

41.28 

42.39 

43.51 

44.63 

45.74 

46.86 

47.97 

53.55 

if 

42.08 

43.24 

44.41 

45.58 

46.75 

47.92 

49.09 

50.26 

56.10 

1 JU 

43.99 

45.21 

46.43 

47.65 

48.88 

50.10 

51.32 

52.54 

58.65 

1 2 

45.90 

47.18 

48.45 

49.73 

51.00 

52.28 

53.55 

54.83 

61.20 

1 9 

47.81 

49.14 

50.47 

51.80 

53.13 

54.45 

55.78 

57.11 

63.75 

H 

49.73 

51.11 

52.49 

53.87 

55.25 

56.63 

58.01 

59.39 

66.30 

Iff 

51.64 

53.07 

54.51 

55.94 

57.38 

58.81 

60.24 

61.68 

68.85 

A 4 

53.55 

55.04 

56.53 

58.01 

59.50 

60.99 

62.48 

63.96 

71.40 

Iff 

55.46 

57.00 

58.54 

60.08 

61.63 

63.17 

64.71 

66.25 

73.95 

H 

115 

57.38 

58.97 

60.56 

62.16 

63.75 

65.34 

66.94 

68.53 

76.50 

59.29 

60.93 

62.58 

64.23 

65.88 

67.52 

69.17 

70.82 

79.05 

2 

61.20 

62.90 

64.60 

66.30 

68.00 

69.70 

71.40 

73.10 

81.60 
































440 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(concluded.) 


Thick- 









<L) go <D 

ness in 
Inches. 

11" 

lir 

lir 

Ilf" 

12" 

12f" 

12*' 

12f" 

-a 

sf* 

■u) r o 










1 

T¥ 

2.34 

2.39 

2.44 

2.50 

2.55 

2.60 

2.66 

2.71 

a> 

s’Sis 

1 

I 

4.68 

4.78 

4.89 

4.99 

5.10 

5.21 

5.31 

5.42 

3 

T6 

7.01 

7.17 

7.33 

7.49 

7.65 

7.81 

7.97 

8.13 

1 

4 

9.35 

9.56 

9.78 

9.99 

10.20 

10.41 

10.63 

10.84 

CO St 
\00 . 
co 

<v -a 

5 

16 

11.69 

11.95 

12.22 

12.48 

12.75 

13.02 

13.28 

13.55 


3 

8 

14.03 

14.34 

14.66 

14.98 

15.30 

15.62 

15.94 

16.26 

.8x8. 

7 

16 

16.36 

16.73 

17.11 

17.48 

17.85 

18.22 

18.59 

18.97 

+J lO . 

• i-i 

d h 

1 

S 

18.70 

19.13 

19.55 

19.98 

20.40 

20.83 

21.25 

21.68 

'S'tscd 

cd O ^ 










Ja£ II 

9 

16 

21.04 

21.52 

21.99 

22.47 

22.95 

23.43 

23.91 

24.38 

M <U t-- 

.5 St id 

£ 

8 

23.38 

23.91 

24.44 

24.97 

25.50 

26.03 

26.56 

27.09 

LI 

16 

25.71 

26.30 

26.88 

27.47 

28.05 

28.63 

29.22 

29.80 

BS+ 

3 

4 

28.05 

28.69 

29.33 

29.96 

30.60 

31.24 

31.88 

32.51 











L2. 

16 

30.39 

31.08 

31.77 

32.46 

33.15 

33.84 

34.53 

35.22 

9 " H 

7 

¥ 

32.73 

33.47 

34.21 

34.96 

35.70 

36.44 

37.19 

37.93 


1 5 
16 

35.06 

35.86 

36.66 

37.45 

38.25 

39.05 

39.84 

40.64 


1 

37.40 

38.25 

39.10 

39.95 

40.80 

41.65 

42.50 

43.35 


Its 

39.74 

40.64 

41.54 

42.45 

43.35 

44.25 

45.16 

46.06 

co T* 

H 

42.08 

43.03 

43.99 

44.94 

45.90 

46.86 

47.81 

48.77 

s 


44.41 

45.42 

46.43 

47.44 

48.45 

49.46 

50.47 

51.48 


n 

46.75 

47.81 

48.88 

49.94 

51.00 

52.06 

53.13 

54.19 

•g X >d 


49.09 

50.20 

51.32 

52.43 

53.55 

54.67 

55.78 

56.90 

«)Ah 

ii 

P- a; ^ 

1 i 

51.43 

52.59 

53.76 

54.93 

56.10 

57.27 

58.44 

59.61 

O _. 

1 * 

53.76 

54.98 

56.21 

57.43 

58.65 

59.87 

61.09 

62.32 

£cd 

n 

56.10 

57.38 

58.65 

59.93 

61.20 

62.48 

63.75 

65.03 

±i s 

IH . po 
» 5 ® *o 


58.44 

59.77 

61.09 

62.42 

63.75 

65.08 

66.41 

67.73 

it 

60.78 

62.16 

63.54 

64.92 

66.30 

67.68 

69.06 

70.44 

CO a (U^ 

O 05 ■'f 

in 

63.11 

64.55 

65.98 

67.42 

68.85 

70.28 

71.72 

73.15 

H 

65.45 

66.94 

68.43 

69.91 

71.40 

72.89 

74.38 

75.86 


ltt 

67.79 

69.33 

70.87 

72.41 

73.95 

75.49 

77.03 

78.57 

•p W g \00 
^°OV 

* 05^ X 

1 i 

70.13 

71.72 

73.31 

74.91 

76.50 

78.09 

79.69 

81.28 

w 

72.46 

74.11 

75.76 

77.40 

79.05 

80.70 

82.34 

83.99 


2 

74.80 

76.50 

78.20 

79.90 

81.60 

83.30 

85.00 

86.70 

H 35 ® 

o v. 

£ 4-> ^ 

































CAMBRIA STEEL. 


441 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

For Diameters from T x ^ to 100, advancing by Tenths. 


Diameter. 

Area. 

Circumference. 

Diameter. 

irea. 

Circumference. 

0.0 



4.0 

12.5664 

12.5664 

.1 

.007854 

.31416 

.1 

13.2025 

12.8805 

.2 

.031416 

.62832 

.2 

13.8544 

13.1947 

.3 

.070686 

.94248 

3 

14.5220 

13.5088 

.4 

.12566 

1.2566 

.4 

15.2053 

13.8230 

.5 

.19635 

1.5708 

.5 

15.9043 

14.1372 

.6 

.28274 

1.8850 

.6 

16.6190 

14.4513 

.7 

.38485 

2.1991 

.7 

17.3494 

14.7655 

.8 

.50265 

2.5133 

.8 

18.0956 

15.0796 

.9 

.63617 

2.8274 

.9 

18.8574 

15.3938 

1.0 

.7854 

3.1416 

5.0 

19.6350 

15.7080 

.1 

.9503 

3.4558 

.1 

20.4282 

16.0221 

.2 

1.1310 

3.7699 

.2 

21.2372 

16.3363 

.3 

1.3273 

4.0841 

.3 

22.0618 

16.6504 

.4 

1.5394 

4.3982 

.4 

22.9022 

16.9646 

.5 

1.7671 

4.7124 

.5 

23.7583 

17.2788 

.6 

2.0106 

5.0265 

.6 

24.6301 

17.5929 

.7 

2.2698 

5.3407 

.7 

25.5176 

17.9071 

.8 

2.5447 

5.6549 

.8 

26.4208 

18.2212 

.9 

2.8353 

5.9690 

.9 

27.3397 

18.5354 

2.0 

3.1416 

6.2832 

6.0 

28.2743 

18.8496 

.1 

3.4636 

6.5973 

.1 

29.2247 

19.1637 

.2 

3.8013 

6.9115 

.2 

30.1907 

19.4779 

.3 

4.1548 

7.2257 

.3 

31.1725 

19.7920 

.4 

4.5239 

7.5398 

.4 

32.1699 

20.1062 

.5 

4.9087 

7.8540 

.5 

33.1831 

20.4204 

.6 

5.3093 

8.1681 

.6 

34.2119 

20.7345 

.7 

5.7256 

8.4823 

.7 

35.2565 

21.0487 

.8 

6.1575 

8.7965 

.8 

36.3168 

21.3628 

.9 

6.6052 

9.1106 

.9 

37.3928 

21.6770 

3.0 

7.0686 

9.4248 

7.0 

38.4845 

21.9911 

.1 

7.5477 

9.7389 

.1 

39.5919 

22.3053 

.2 

8.0425 

10.0531 

.2 

40.7150 

22.6195 

.3 

8.5530 

10.3673 

.3 

41.8539 

22.9336 

.4 

9.0792 

10.6814 

.4 

43.0084 

23.2478 

.5 

9.6211 

10.9956 

.5 

44.1786 

23.5619 

.6 

10.1788 

11.3097 

.6 

45.3646 

23.8761 

.7 

10.7521 

11.6239 

.7 

46.5663 

24.1903 

.8 

11.3411 

11.9381 

.8 

47.7836 

24.5044 

.9 

11.9459 

12.2522 

.9 

49.0167 

24.8186 



















442 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

8.0 

50.2655 

25.1327 

12.0 

113.0973 

37.6991 

.1 

51.5300 

25.4469 

.1 

114.9901 

38.0133 

.2 

52.8102 

25.7611 

.2 

116.8987 

38.3274 

.3 

54.1061 

26.0752 

.3 

118.8229 

38.6416 

.4 

55.4177 

26.3894 

.4 

120.7628 

38.9557 

.5 

56.7450 

26.7035 

.5 

122.7185 

39.2699 

.6 

58.0880 

27.0177 

.6 

124.6898 

39.5841 

.7 

• 59.4468 

27.3319 

.7 

126.6769 

39.8982 

.8 

60.8212 

27.6460 

.8 

128.6796 

40.2124 

.9 

62.2114 

27.9602 

.9 

130.6981 

40.5265 

9.0 

63.6173 

28.2743 

13.0 

132.7323 

40.8407 

.1 

65.0388 

28.5885 

.1 

134.7822 

41.1549 

.2 

66.4761 

28.9027 

.2 

136.8478 

41.4690 

.3 

67.9291 

29.2168 

.3 

138.9291 

41.7832 

.4 

69.3978 

29.5310 

.4 

141.0261 

42.0973 

.5 

70.8822 

29.8451 

.5 

143.1388 

42.4115 

.6 

72.3823 

30.1593 

.6 

145.2672 

42.7257 

.7 

73.8981 

30.4734 

.7 

147.4114 

43.0398 

.8 

75.4296 

30.7876 

.8 

149.5712 

43.3540 

.9 

76.9769 

31.1018 

.9 

151.7468 

43.6681 

10.0 

78.5398 

31.4159 

14.0 

153.9380 

43.9823 

.1 

80.1185 

31.7301 

.1 

156.1450 

44.2965 

.2 

81.7128 

32.0442 

.2 

158.3677 

44.6106 

.3 

83.3229 

32.3584 

.3 

160.6061 

44.9248 

.4 

84.9487 

32.6726 

.4 

162.8602 

45.2389 

.5 

86.5901 

32.9867 

.5 

165.1300 

45.5531 

.6 

88.2473 

33.3009 

.6 

167.4155 

45.8673 

.7 

89.9202 

33.6150 

.7 

169.7167 

46.1814 

.8' 

91.6088 

33.9292 

.8 

172.0336 

46.4956 

.9 

93.3132 

34.2434 

.9 

174.3662 

46.8097 

11.0 

95.0332 

34.5575 

15.0 

176.7146 

47.1239 

.1 

96.7689 

34.8717 

.1 

179.0786 

47.4380 

.2 

98.5203 

35.1858 

.2 

181.4584 

47.7522 

.3 

100.2875 

35.5000 

.3 

183.8539 

48.0664 

.4 

102.0703 

35.8142 

.4 

186.2650 

48.3805 

.5 

103.8689 

36.1283 

.5 

188.6919 

48.6947 

.6 

105.6832 

36.4425 

.6 

191.1345 

49.0088 

.7 

107.5132 

36.7566 

.7 

193.5928 

49.3230 

.8 

109.3588 

37.0708 

.8 

196.0668 

49.6372 

.9 

111.2202 

37.3850 

.9 

198.5565 

49.9513 



















CAMBHIA STEEL. 443 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(CONTINUED.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

16.0 

201.0619 

50.2655 

20.0 

314.1593 

62.8319 

.1 

203.5831 

50.5796 

.1 

317.3087 

63.1460 

.2 

206.1199 

50.8938 

.2 

320.4739 

63.4602 

.3 

208.6724 

51.2080 

.3 

323.6547 

63.7743 

.4 

211.2407 

51.5221 

.4 

326.8513 

64.0885 

.5 

213.8246 

51.8363 

.5 

330.0636 

64.4026 

.6 

216.4243 

52.1504 

.6 

333.2916 . 

64.7168 

.7 

219.0397 

52.4646 

.7 

336.5353 

65.0310 

.8 

221.6708 

52.7788 

.8 

339.7947 

65.3451 

.9 

224.3176 

53.0929 

.9 

343.0698 

65.6593 

17.0 

226.9801 

53.4071 

21.0 

346.3606 

65.9734 

.1 

229.6583 

53.7212 

.1 

349.6671 

66.2876 

.2 

232.3522 

54.0354 

.2 

352.9893 

66.6018 

.3 

235.0618 

54.3496 

.3 

356.3273 

66.9159 

■4 

237.7871 

54.6637 

.4 

359.6809 

67.2301 

.5 

240.5282 

54.9779 

.5 

363.0503 

67.5442 

.6 

243.2849 

55.2920 

.6 

366.4354 

67.8584 

.7 

246.0574 

55.6062 

.7 

369.8361 

68.1726 

.8 

248.8456 

55.9203 

.8 

373.2526 

68.4867 

.9 

251.6494 

56.2345 

.9 

376.6848 

68.8009 

18.0 

254.4690 

56.5487 

22.0 

380.1327 

69.1150 

.1 

257.3043 

56.8628 

.1 

383.5963 

69.4292 

.2 

260.1553 

57.1770 

.2 

387.0756 

69.7434 

.3 

263.0220 

57.4911 

.3 

390.5707 

70.0575 

.4 

265.9044 

57.8053 

.4 

394.0814 

70.3717 

.5 

268.8025 

58.1195 

.5 

397.6078 

70.6858 

.6 

271.7163 

58.4336 

.6 

401.1500 

71.0000 

.7 

274.6459 

58.7478 

.7 

404.7078 

71.3142 

.8 

277.5911 

59.0619 

.8 

408.2814 

71.6283 

.9 

280.5521 

59.3761 

.9 

411.8706 

71.9425 

19.0 

283.5287 

59.6903 

23.0 

415.4756 

72.2566 

.1 

286.5211 

60.0044 

.1 

419.0963 

72.5708 

.2 

289.5292 

60.3186 

.2 

422.7327 

72.8849 

.3 

292.5530 

60.6327 

.3 

426.3848 

73.1991 

.4 

295.5925 

60.9469 

.4 

430.0526 

73.5133 

.5 

298.6477 

61.2611 

.5 

433.7361 

73.8274 

.6 

301.7186 

61.5752 

.6 

437.4354 

74.1416 

.7 

304.8052 

61.8894 

.7 

441.1503 

74.4557 

.8 

307.9075 

62.2035 

.8 

444.8809 

74.7699 

.9 

311.0255 

62.5177 

.9 

448.6273 

75.0841 






























444 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Ciroumference. 

24.0 

452.3893 

75.3982 

28.0 

615.7522 

87.9646 

.1 

456.1671 

75.7124 

.1 

620.1582 

88.2788 

.2 

459.9606 

76.0265 

.2 

624.5800 

88.5929 

.3 

463.7698 

76.3407 

.3 

629.0175 

88.9071 

.4 

467.5946 

76.6549 

.4 

633.4707 

89.2212 

.5 

471.4352 

76.9690 

.5 

637.9397 

89.5354 

.6 

475.2916 

77.2832 

.6 

642.4243 

89.8495 

.7 

479.1636 

77.5973 

.7 

646.9246 

90.1637 

.8 

483.0513 

77.9115 

.8 

651.4406 

90.4779 

.9 

486.9547 

78.2257 

.9 

655.9724 

90.7920 

25.0 

490.8739 

78.5398 

29.0 

660.5199 

91.1062 

.1 

494.8087 

78.8540 

.1 

665.0830 

91.4203 

.2 

498.7592 

79.1681 

.2 

669.6619 

91.7345 

.3 

502.7255 

79.4823 

.3 

674.2565 

92.0487 

.4 

506.7075 

79.7965 

.4 

678.8668 

92.3628 

.5 

510.7052 

80.1106 

.5 

683.4927 

92.6770 

.6 

514.7185 

80.4248 

.6 

688.1345 

92.9911 

.7 

518.7476 

80.7389 

.7 

692.7919 

93.3053 

.8 

522.7924 

81.0531 

.8 

697.4650 

93.6195 

.9 

526.8529 

81.3672 

.9 

702.1538 

93.9336 

26.0 

530.9292 

81.6814 

30.0 

706.8583 

94.2478 

.1 

535.0211 

81.9956 

.1 

711.5786 

94.5619 

.2 

539.1287 

82.3097 

.2 

716.3145 

94.8761 

.3 

543.2521 

82.6239 

.3 

721.0662 

95.1903 

.4 

547.3911 

82.9380 

.4 

725.8336 

95.5044 

.5 

551.5459 

83.2522 

.5 

730.6167 

95.8186 

.6 

555.7163 

83.5664 

.6 

735.4154 

96.1327 

.7 

559.9025 

83.8805 

.7 

740.2299 

96.4469 

.8 

564.1044 

84.1947 

.8 

745.0601 

96.7611 

.9 

568.3220 

84.5088 

.9 

749.9060 

97.0752 

27.0 

672.5553 

84.8230 

31.0 

754.7676 

97.3894 

.1 

576.8043 

85.1372 

.1 

759.6450 

97.7035 

.2 

581.0690 

85.4513 

.2 

764.5380 

98.0177 

.3 

585.3494 

85.7655 

.3 

769.4467 

98.3319 

.4 

589.6455 

86.0796 

.4 

774.3712 

98.6460 

.6 

593.9574 

86.3938 

.5 

779.3113 

98.9602 

.6 

598.2849 

86.7080 

.6 

784.2672 

99.2743 

.7 

602.6282 

87.0221 

.7 

789.2388 

99.5885 

.8 

606.9871 

87.3363 

.8 

794.2260 

99.9026 

.9 

611.3618 

87.6504 

.9 

799.2290 

100.2168 


















CAMBRIA STEEL. 


445 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Ciroumferenoe. 

Diameter. 

Area. 

Circumference. 

32.0 

804.2477 

100.5310 

36.0 

1017.8760 

113.0973 

.1 

809.2821 

100.8451 

.1 

1023.5387 

113.4115 

.2 

814.3322 

101.1593 

.2 

1029.2172 

113.7257 

.3 

819.3980 

101.4734 

.3 

1034.9113 

114.0398 

.4 

824.4796 

101.7876 

.4 

1040.6211 

114.3540 

.5 

829.5768 

102.1018 

.5 

1046.3467 

114.6681 

.6 

834.6897 

102.4159 

. .6 

1052.0880 

114.9823 

. 7 . 

839.8184 

102.7301 

.7 

1057.8449 

115.2965 

.8 

844.9628 

103.0442 

.8 

1063.6176 

115.6106 

.9 

850.1229 

103.3584 

.9 

1069.4060 

115.9248 

33.0 

855.2986 

103.6726 

37.0 

1075.2101 

116.2389 

.1 

860.4902 

103.9867 

.1 

1081.0299 

116.5531 

.2 

865.6973 

104.3009 

.2 

1086.8654 

116.8672 

.3 

870.9202 

104.6150 

.3 

1092.7166 

117.1814 

.4 

876.1588 

104.9292 

.4 

1098.5835 

117.4956 

.5 

881.4131 

105.2434 

.5 

1104.4662 

117.8097 

.6 

886.6831 

105.5575 

.6 

1110.3645 

118.1239 

.7 

891.9688 

105.8717 

.7 

1116.2786 

118.4380 

.8 

897.2703 

106.1858 

.8 

1122.2083 

118.7522 

.9 

902.5874 

106.5000 

.9 

1128.1538 

119.0664 

34.0 

907.9203 

106.8142 

38.0 

1134.1149 

119.3805 

.1 

913.2688 

107.1283 

.1 

1140.0918 

119.6947 

.2 

918.6331 

107.4425 

.2 

1146.0844 

120.0088 

.3 

924.0131 

107.7566 

.3 

1152.0927 

120.3230 

.4 

929.4088 

108.0708 

.4 

1158.1167 

120.6372 

.5 

934.8202 

108.3849 

.5 

1164.1564 

120.9513 

.6 

940.2473 

108.6991 

.6 

1170.2118 

121.2655 

.7 

945.6901 

109.0133 

.7 

1176.2830 

121.5796 

.8 

951.1486 

109.3274 

.8 

1182.3698 

121.8938 

.9 

956.6228 

109.6416 

.9 

1188.4723 

122.2080 

35.0 

962.1127 

109.9557 

39.0 

1194.5906 

122.5221 

.1 

967.6184 

110.2699 

.1 

1200.7246 

122.8363 

.2 

973.1397 

110.5841 

.2 

1206.8742 

123.1504 

.3 . 

978.6768 

110.8982 

.3 

1213.0396 

123.4646 

.4 

984.2296 

111.2124 

.4 

1219.2207 

123.7788 

.5 

989.7980 

111.5265 

.5 

1225.4175 

124.0929 

.6 

995.3822 

111.8407 

.6 

1231.6300 

124.4071 

.7 

1000.9821 

112.1549 

.7 

1237.8582 

124.7212 

.8 

1006.5977 

112.4690 

.8 

1244.1021 

125.0354 

.9 

1012.2290 

112.7832 

.9 

1250.3617 

125.3495 





















440 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

40.0 

1256.6371 

125.6637 

44.0 

1520.5308 

138.2301 

.1 

1262.9281 

125.9779 

.1 

1527.4502 

138.5442 

.2 

1269.2348 

126.2920 

.2 

1534.3853 

138.8584 

.3 

1275.5573 

126.6062 

.3 

1541.3360 

139.1726 

.4 

1281.8955 

126.9203 

.4 

1548.3025 

139.4867 

.5 

1288.2493 

127.2345 

.5 

1555.2847 

139.8009 

.6 

1294.6189 

127.5487 

.6 

1562.2826 

140.1150 

.7 

1301.0042 

127.8628 

.7 

1569.2962 

140.4292 

.8 

1307.4052 

128.1770 

.8 

1576.3255 

140.7434 

.9 

1313.8219 

128.4911 

.9 

1583.3705 

141.0575 

41.0 

1320.2543 

128.8053 

45.0 

1590.4313 

141.3717 

.1 

1326.7024 

129.1195 

.1 

1597.5077 

141.6858 

.2 

1333.1663 

129.4336 

.2 

1604.5999 

142.0000 

.3 

1339.6458 

129.7478 

.3 

1611.7077 

142.3141 

.4 

1346.1410 

130.0619 

.4 

1618.8313 

142.6283 

.5 

1352.6520 

130.3761 

.5 

1625.9705 

142.9425 

.6 

1359.1786 

130.6903 

.6 

1633.1255 

143.2566 

.7 

1365.7210 

131.0044 

.7 

1640.2962 

143.5708 

.8 

1372.2791 

131.3186 

.8 

1647.4826 

143.8849 

.9 

1378.8529 

131.6327 

.9 

1654.6847 

144.1991 

42.0 

1385.4424 

131.9469 

46.0 

1661.9025 

144.5133 

.1 

1392.0476 

132.2611 

.1 

1669.1360 

144.8274 

.2 

1398.6685 

132.5752 

.2 

1676.3852 

145.1416 

.3 

1405.3051 

132.8894 

.3 

1683.6502 

145.4557 

.4 

1411.9574 

133.2035 

.4 

1690.9308 

145.7699 

.5 

1418.6254 

133.5177 

.5 

1698.2272 

146.0841 

.6 

1425.3092 

133.8318 

.6 

1705.5392 

146.3982 

.7 

1432.0086 

134.1460 

.7 

1712.8670 

146.7124 

.8 • 

1438.7238 

134.4602 

.8 

1720.2105 

147.0265 

.9 

1445.4546 

134.7743 

.9 

1727.5696 

147.3407 

43.0 

1452.2012 

135.0885 

47.0 

1734.9445 

147.6549 

.1 

1458.9635 

135.4026 

.1 

1742.3351 

147.9690 

.2 

1465.7415 

135.7168 

.2 

1749.7414 

148.2832 

.3 

1472.5352 

136.0310 

.3 

1757.1634 

148.5973 

.4 

1479.3446 

136.3451 

.4 

1764.6012 

148.9115 

.5 

1486.1697 

136.6593 

.5 

1772.0546 

149.2257 

.6 

1493.0105 

136.9734 

.6 

1779.5237 

149.5398 

.7 

1499.8670 

137.2876 

.7 

1787.0086 

149.8540 

.8 

1506.7392 

137.6018 

.8 

1794.5091 

150.1681 

.9 

1513.6272 

137.9159 

.9 

1802.0254 

150.4823 



















CAMBRIA STEEL. 


447 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

48.0 

1809.5574 

150.7964 

52.0 

2123.7166 

163.3628 

.1 

1817.1050 

151.1106 

.1 

2131.8926 

163.6770 

.2 

1824.6684 

151.4248 

.2 

2140.0843 

163.9911 

.3 

1832.2475 

151.7389 

.3 

2148.2917 

164.3053 

.4 

1839.8423 

152.0531 

.4 

2156.5149 

164.6195 

.5 

1847.4528 

152.3672 

.5 

2164.7537 

164.9336 

.6 

1855.0790 

152.6814 

.6 

2173.0082 

165.2478 

.7 

1862.7210 

152.9956 

.7 

2181.2785 

165.5619 

.8 

1870.3786 

153.3097 

.8 

2189.5644 

165.8761 

.9 

1878.0519 

153.6239 

.9 

2197.8661 

166.1903 

49.0 

1885.7410 

153.9380 

53.0 

2206.1834 

166.5044 

.1 

1893.4457 

154.2522 

.1 

2214.5165 

166.8186 

.2 

1901.1662 

154.5664 

.2 

2222.8653 

167.1327 

.3 

1908.9024 

154.8805 

.3 

2231.2298 

167.4469 

.4 

1916.6543 

155.1947 

.4 

2239.6100 

167.7610 

.5 

1924.4218 

155.5088 

.5 

2248.0059 

168.0752 

.6 

1932.2051 

155.8230 

.6 

2256.4175 

168.3894 

.7 

1940.0041 

156.1372 

.7 

2264.8448 

168.7035 

.8 

1947.8189 

156.4513 

.8 

2273.2879 

169.0177 

.9 

1955.6493 

156.7655 

.9 

2281.7466 

169.3318 

50.0 

1963.4954 

157.0796 

54.0 

2290.2210 

169.6460 

.1 

1971.3572 

157.3938 

.1 

2298.7112 

169.9602 

.2 

1979.2348 

157.7080 

.2 

2307.2171 

170.2743 

.3 

1987.1280 

158.0221 

.3 

2315.7386 

170.5885 

.4 

1995.0370 

158.3363 

.4 

2324.2759 

170.9026 

.5 

2002.9617 

158.6504 

.5 

2332.8289 

171.2168 

.6 

2010.9020 

158.9646 

.6 

2341.3976 

171.5310 

.7 

2018.8581 

159.2787 

.7 

2349.9820 

171.8451 

.8 

2026.8299 

159.5929 

.8 

2358.5821 

172.1593 

.9 

2034.8174 

159.9071 

.9 

2367.1979 

172.4734 

51.0 

2042.8206 

160.2212 

55.0 

2375.8294 

172.7876 

.1 

2050.8395 

160.5354 

.1 

2384.4767 

. 173.1018 

.2 

2058.8742 

160.8495 

.2 

2393.1396 

173.4159 

.3 

2066.9245 

161.1637 

.3 

2401.8183 

173.7301 

.4 

2074.9905 

161.4779 

.4 

2410.5126 

174.0442 

.5 

2083.0723 

161.7920 

.5 

2419.2227 

174.3584 

.6 

2091.1697 

162.1062 

.6 

2427.9485 

174.6726 

.7 

2099.2829 

162.4203 

.7 

2436.6899 

174.9867 

.8 

2107.4118 

162.7345 

.8 

2445.4471 

175.3009 

.9 

2115.5563 

163.0487 

.9 

2454.2200 

175.6150 


















448 


CAMBKIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

56.0 

2463.0086 

175.9292 

60.0 

2827.4334 

188.4956 

.1 

2471.8129 

176.2433 

.1 

2836.8660 

188.8097 

.2 

2480.6330 

176.5575 

.2 

2846.3143 

189.1239 

.3 

2489.4687 

176.8717 

.3 

2855.7784 

189.4380 

.4 

2498.3201 

177.1858 

.4 

2865.2582 

189.7522 

.5 

2507.1873 

177.5000 

.5 

2874.7536 

190.0664 

.6 

2516.0701 

177.8141 

.6 

2884.2648 

190.3805 

.7 

2524.9687 

178.1283 

.7 

2893.7917 

190.6947 

.8 

2533.8830 

178.4425 

.8 

2903.3343 

191.0088 

.9 

2542.8129 

178.7566 

.9 

2912.8925 

191.3230 

67.0 

2551.7586 

179.0708 

61.0 

2922.4666 

191.6372 

.1 

2560.7200 

179.3849 

.1 

2932.0563 

191.9513 

.2 

2569.6971 

179.6991 

.2 

2941.6617 

192.2655 

.3 

2578.6899 

180.0133 

.3 

2951.2828 

192.5796 

.4 

2587.6984 

180.3274 

.4 

2960.9196 

192.8938 

.5 

2596.7227 

180.6416 

.5 

2970.5722 

193.2079 

.6 

2605.7626 

180.9557 

.6 

2980.2404 

193.5221 

.7 

2614.8182 

181.2699 

.7 

2989.9244 

193.8363 

.8 

2623.8896 

181.5841 

.8 

2999.6241 

194.1504 

.9 

2632.9766 

181.8982 

.9 

3009.3394 

194.4646 

68.0 

2642.0794 

182.2124 

62.0 

3019.0705 

194.7787 

.1 

2651.1979 

182.5265 

.1 

3028.8173 

195.0929 

.2 

2660.3321 

182.8407 

.2 

3038.5798 

195.4071 

.3 

2669.4820 

. 183.1549 

.3 

3048.3580 

195.7212 

.4 

2678.6475 

183.4690 

.4 

3058.1519 

196.0354 

.5 

2687.8289 

183.7832 

.5 

3067.9616 

196.3495 

.6 

2697.0259 

184.0973 

.6 

3077.7869 

196.6637 

.7 

2706.2386 

184.4115 

.7 

3087.6279 

196.9779 

.8 . 

2715.4670 

184.7256 

.8 

3097.4847 

197.2920 

.9 

2724.7112 

185.0398 

.9 

3107.3571 

197.6062 

69.0 

2733.9710 

185.3540 

63.0 

3117.2453 

197.9203 

.1 

2743.2465 

185.6681 

.1 

3127.1492 

198.2345 

.2 

2752.5378 

185.9823 

.2 

3137.0687 

198.5487 

.3 

2761.8448 

186.2964 

.3 

3147.0040 

198.8628 

.4 

2771.1675 

186.6106 

.4 

3156.9550 

199.1770 

.6 

2780.5058 

186.9248 

.5 

3166.9217 

199.4911 

.6 

2789.8599 

187.2389 

.6 

3176.9041 

199.8053 

.7 

2799.2297 

187.5531 

.7 

3186.9023 

200.1195 

.8 

2808.6152 

187.8672 

.8 

3196.9161 

200.4336 

.9 

2818.0165 

188.1814 

.9 

3206.9456 

200.7478 





















CAMBRIA STEEL. 


44fr 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

64.0 

3216.9909 

201.0620 

.1 

3227.0518 

201.3761 

.2 

3237.1285 

201.6902 

.3 

3247.2208 

202.0044 

.4 

3257.3289 

202.3186 

.5 

3267.4527 

202.6327 

.6 

3277.5922 

202.9469 

.7 

3287.7474 

203.2610 

.8 

3297.9183 

203.5752 

.9 

3308.1049 

203.8894 

65.0 

3318.3072 

204.2035 

.1 

3328.5253 

204.5177 

.2 

3338.7590 

204.8318 

.3 

3349.0084 

205.1460 

.4 

3359.2736 

205.4602 

.5 

3369.5545 

205.7743 

.6 

3379.8510 

206.0885 

.7 

3390.1633 

206.4026 

.8 

3400.4913 

206.7168 

.9 

3410.8350 

207.0310 

66.0 

3421.1944 

207.3451 

.1 

3431.5695 

207.6593 

.2 

3441.9603 

207.9734 

.3 

3452.3668 

208.2876 

.4 

3462.7891 

208.6017 

.5 

3473.2270 

208.9159 

.6 

3483.6807 

209.2301 

.7 

3494.1500 

209.5442 

.8 

3504.6351 

209.8584 

.9 

3515.1359 

210.1725 

67.0 

3525.6523 

210.4867 

.1 

3536.1845 

210.8009 

.2 

3546.7324 

211.1150 

.3 

3557.2960 

211.4292 

.4 

3567.8753 

211.7433 

.5 

3578.4704 

212.0575 

.6 

3589.0811 

212.3717 

.7 

3599.7075 

212.6858 

.8 

3610.3497 

213.0000 

.9 

3621.0075 

213.3141 


Diameter. 

Area. 

Circumference. 

68.0 

3631.6811 

213.6283 

.1 

3642.3704 

213.9425 

.2 

3653.0753 

214.2566 

.3 

3663.7960 

214.5708 

.4 

3674.5324 

214.8849 

.5 

3685.2845 

215.1991 

.6 

3696.0523 

215.5133 

.7 

3706.8358 

215.8274 

.8 

3717.6351 

216.1416 

.9 

3728.4500 

216.4556 

69.0 

3739.2807 

216.7699 

.1 

3750.1270 

217.0841 

.2 

3760.9890 

217.3982 

.3 

3771.8668 

217.7124 

.4 

3782.7603 

218.0265 

.5 

3793.6695 

218.3407 

.6 

3804.5944 

218.6548 

.7 

3815.5349 

218.9690 

.8 

3826.4913 

219.2832 

.9 

3837.4633 

219.5973 

70.0 

3848.4510 

219.9115 

.1 

3859.4544 

220.2256 

.2 

3870.4735 

220.5398 

.3 

3881.5084 

220.8540 

.4 

3892.5589 

221.1681 

.5 

3903.6252 

221.4823 

.6 

3914.7072 

221.7964 

.7 

3925.8048 

222.1106 

.8 

3936.9182 

222.4248 

.9 

3948.0473 

222.7389 

71.0 

3959.1921 

223.0531 

.1 

3970.3526 

223.3672 

.2 

3981.5288 

223.6814 

.3 

3992.7208 

223.9956 

.4 

4003.9284 

224.3097 

.5 

4015.1517 

224.6239 

.6 

4026.3908 

224.9380 

.7 

4037.6455 

225.2522 

.8 

4048.9160 

225.5664 

.9 

4060.2022 

225.8805 

























450 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference 

Diameter. 

Area. 

Circumference. 

72.0 

4071.5041 

226.1947 

76.0 

4536.4598 

238.7610 

.1 

4082.8216 

226.5088 

.1 

4548.4057 

239.0752 

.2 

4094.1549 

226.8230 

.2 

4560.3673 

239.3894 

.3 

4105.5039 

227.1371 

.3 

4572.3446 

239.7035 

.4 

4116.8687 

227.4513 

.4 

4584.3376 

240.0177 

.5 

4128.2491 

227.7655 

.5 

4596.3464 

240.3318 

.6 

4139.6452 

228.0796 

.6 

4608.3708 

240.6460 

.7 

4151.0570 

228.3938 

.7 

4620.4110 

240.9602 

.8 

4162.4846 

228.7079 

.8 

4632.4668 

241.2743 

.9 

4173.9278 

229.0221 

.9 

4644.5384 

241.5885 

73.0 

4185.3868 

229.3363 

77.0 

4656.6257 

241.9026 

.1 

4196.8615 

229.6504 

.1 

4668.7287 

242.2168 

.2 

4208.3518 

229.9646 

.2 

4680.8474 

242.5310 

.3 

4219.8579 

230.2787 

.3 

4692.9818 

242.8451 

.4 

4231.3797 

230.5929 

.4 

4705.1319 

243.1592 

.5 

4242.9172 

230.9071 

.5 

4717.2977 

243.4734 

.6 

4254.4704 

231.2212 

.6 

4729.4792 

243.7876 

.7 

4266.0393 

231.5354 

.7 

4741.6765 

244.1017 

.8 

4277.6240 

231.8495 

.8 

4753.8894 

244.4159 

.9 

4289.2243 

232.1637 

.9 

4766.1180 

244.7301 

74.0 

4300.8403 

232.4779 

78.0 

4778.3624 

245.0442 

.1 

4312.4721 

232.7920 

.1 

4790.6225 

245.3584 

.2 

4324.1195 

233.1062 

.2 

4802.8982 

245.6725 

.3 

4335.7827 

233.4203 

.3 

4815.1897 

245.9867 

.4 

4347.4616 

233.7345 

.4 

4827.4969 

246.3009 

.5 

4359.1562 

234.0487 

.5 

4839.8198 

246.6150 

.6 

4370.8664 

234.3628 

.6 

4852.1584 

246.9292 

.7 

4382.5924 

234.6770 

.7 

4864.5127 

247.2433 

.8 • 

4394.3341 

234.9911 

.8 

4876.8828 

247.5575 

.9 

4406.0915 

235.3053 

.9 

4889.2685 

247.8717 

75.0 

4417.8647 

235.6194 

79.0 

4901.6699 

248.1858 

.1 

4429.6535 

235.9336 

.1 

4914.0871 

248.5000 

.2 

4441.4580 

236.2478 

.2 

4926.5199 

248.8141 

.3 

4453.2783 

236.5619 

.3 

4938.9685 

249.1283 

.4 

4465.1142 

236.8761 

.4 

4951.4328 

249.4425 

.5 

4476.9659 

237.1902 

.5 

4963.9127 

249.7566 

.6 

4488.8332 

237.5044 

.6 

4976.4084 

250.0708 

.7 

4500.7163 

237.8186 

.7 

4988.9198 

250.3849 

.8 

4512.6151 

238.1327 

.8 

5001.4469 

250.6991 

.9 

4524.5296 

238.4469 

.9 

5013.9897 

251.0133 


















CAMBRIA STEEL. 


451 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

80.0 

5026.5482 

251.3274 

84.0 

5541.7694 

263.8938 

.1 

5039.1224 

251.6416 

.1 

5554.9720 

264.2079 

.2 

5051.7124 

251.9557 

.2 

5568.1902 

264.5221 

.3 

5064.3180 

252.2699 

.3 

5581.4242 

264.8363 

.4 

5076.9394 

252.5840 

.4 

5594.6738 

265.1504 

.5 

5089.5764 

252.8982 

.5 

5607.9392 

265.4646 

.6 

5102.2292 

253.2124 

.6 

5621.2203 

265.7787 

.7 

5114.8977 

253.5265 

.7 

5634.5171 

266.0929 

.8 

5127.5818 

253.8407 

.8 

5647.8296 

266.4071 

.9 

5140.2817 

254.1548 

.9 

5661.1578 

266.7212 

81.0 

5152.9973 

254.4690 

85.0 

5674.5017 

267.0354 

.1 

5165.7286 

254.7832 

.1 

5687.8613 

267.3495 

.2 

5178.4756 

255.0973 

.2 

5701.2367 

267.6637 

.3 

5191.2384 

255.4115 

.3 

5714.6277 

267.9779 

.4 

5204.0168 

255.7256 

.4 

5728.0344 

268.2920 

.5 

5216.8109 

256.0398 

.5 

5741.4569 

268.6062 

.6 

5229.6208 

256.3540 

.6 

5754.8951 

268.9203 

.7 

5242.4463 

256.6681 

.7 

5768.3489 

269.2345 

.8 

5255.2876 

256.9823 

.8 

5781.8185 

269.5486 

.9 

5268.1446 

257.2964 

.9 

5795.3038 

269.8628 

82.0 

5281.0172 

257.6106 

86.0 

5808.8048 

270.1770 

.1 

5293.9056 

257.9248 

.1 

5822.3215 

270.4911 

.2 

5306.8097 

258.2389 

.2 

5835.8539 

270.8053 

.3 

5319.7295 

258.5531 

.3 

5849.4020 

271.1194 

.4 

5332.6650 

258.8672 

.4 

5862.9659 

271.4336 

.5 

5345.6162 

259.1814 

.5 

5876.5454 

271.7478 

.6 

5358.5832 

259.4956 

.6 

5890.1406 

272.0619 

.7 

5371.5658 

259.8097 

.7 

5903.7516 

272.3761 

.8 

5384.5641 

260.1239 

.8 

5917.3782 

272.6902 

.9 

5397.5782 

260.4380 

.9 

5931.0206 

273.0044 

83.0 

5410.6079 

260.7522 

87.0 

5944.6787 

273.3186 

.1 

5423.6534 

261.0663 

.1 

5958.3525 

273.6327 

.2 

5436.7146 

261.3805 

.2 

5972.0419 

273.9469 

.3 

5449.7914 

261.6947 

.3 

5985.7471 

274.2610 

.4 

5462.8840 

262.0088 

.4 

5999.4680 

274.5752 

.5 

5475.9923 

262.3230 

.5 

6013.2047 

274.8894 

.6 

5489.1163 

262.6371 

.6 

6026.9570 

275.2035 

.7 

5502.2560 

262.9513 

.7 

6040.7250 

275.5177 

.8 

5515.4115 

263.2655 

.8 

6054.5088 

275.8318 

.9 

5528.5826 

263.5796 

.9 

6068.3082 

276.1460 




















----- 

452 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Am, 

Circumference. 

Diameter. 

Area. 

Circumference. 

88.0 

6082.1234 

276.4602 

92.0 

6647.6100 

289.0265 

.1 

6095.9542 

276.7743 

.1 

6662.0692 

289.3407 

.2 

6109.8008 

277.0885 

.2 

6676.5441 

289.6548 

.3 

6123.6631 

277.4026 

.3 

6691.0347 

289.9690 

.4 

6137.5410 

277.7168 

.4 

6705.5410 

290.2832 

.5 

6151.4347 

278.0309 

.5 

6720.0630 

290.5973 

.6 

6165.3441 

278.3451 

.6 

6734.6007 

290.9115 

.7 

6179.2692 

278.6593 

.7 

6749.1542 

291.2256 

.8 

6193.2101 

278.9734 

.8 

6763.7233 

291.5398 

.9 

6207.1666 

279.2876 

.9 

6778.3081 

291.8540 

89.0 

6221.1388 

279.6017 

93.0 

6792.9087 

292.1681 

.1 

6235.1268 

279.9159 

.1 

6807.5249 

292.4823 

.2 

6249.1304 

280.2301 

.2 

6822.1569 

292.7964 

.3 

6263.1498 

280.5442 

.3 

6836.8046 

293.1106 

.4 

6277.1848 

280.8584 

.4 

6851.4680 

293.4248 

.5 

6291.2356 

281.1725 

.5 

6866.1471 

293.7389 

.6 

6305.3021 

281.4867 

.6 

6880.8419 

294.0531 

.7 

6319.3843 

281.8009 

.7 

6895.5524 

294.3672 

.8 

6333.4822 

282.1150 

.8 

6910.2786 

294.6814 

.9 

6347.5958 

282.4292 

.9 

6925.0205 

294.9956 

90.0 

6361.7251 

282.7433 

94.0 

6939.7781 

295.3097 

.1 

6375.8701 

283.0575 

.1 

6954.5515 

295.6239 

.2 

6390.0308 

283.3717 

.2 

6969.3405 

295.9380 

.3 

6404.2073 

283.6858 

.3 

6984.1453 

296.2522 

.4 

6418.3994 

284.0000 

.4 

6998.9657 

296.5663 

.5 

6432.6073 

284.3141 

.5 

7013.8019 

296.8805 

.6 

6446.8308 

284.6283 

.6 

7028.6538 

297.1947 

.7 

6461.0701 

284.9425 

.7 

7043.5214 

297.5088 

.8 • 

6475.3251 

285.2566 

.8 

7058.4047 

297.8230 

.9 

6489.5958 

285.5708 

.9 

7073.3037 

298.1371 

91.0 

6503.8822 

285.8849 

95.0 

7088.2184 

298.4513 

.1 

6518.1843 

286.1991 

.1 

7103.1488 

298.7655 

.2 

6532.5021 

286.5132 

.2 

7118.0949 

299.0796 

.3 • 

6546.8356 

286.8274 

.3 

7133.0568 

299.3938 

.4 

6561.1848 

287.1416 

.4 

7148.0343 

299.7079 

.5 

6575.5497 

287.4557 

.5 

7163.0276 

300.0221 

.6 

6589.9304 

287.7699 

.6 

7178.0365 

300.3363 

.7 

6604.3267 

288.0840 

.7 

7193.0612 

300.6504 

.8 

6618.7388 

288.3982 

.8 

7208.1016 

300.9646 

.9 

6633.1666 

288.7124 

.9 

7223.1577 

301.2787 
























CAMBRIA STEEL. 


463 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(concluded.) 


Diameter. 

Area. 

Circumference. 

96.0 

7238.2294 

301.5929 

.1 

7253.3169 

301.9071 

.2 

7268.4201 

302.2212 

.3 

7283.5391 

302.5354 

.4 

7298.6737 

302.8495 

.5 

7313.8240 

303.1637 

.6 

7328.9901 

303.4779 

.7 

7344.1718 

303.7920 

.8 

7359.3693 

304.1062 

.9 

7374.5824 

304.4203 

97.0 

7389.8113 

304.7345 

.1 

7405.0559 

305.0486 

.2 

7420.3162 

305.3628 

.3 

7435.5921 

305.6770 

.4 

7450.8838 

305.9911 

.5 

7466.1913 

306.3053 

.6 

7481.5144 

306.6194 

.7 

7496.8532 

306.9336 

.8 

7512.2077 

307.2478 

.9 

7527.5780 

307.5619 


Diameter. 

Area. 

Oiroumferenee. 

98.0 

7542.9639 

307.8761 

.1 

7558.3656 

308.1902 

.2 

7573.7830 

308.5044 

.3 

7589.2161 

308.8186 

.4 

7604.6648 

309.1327 

.5 

= 7620.1293 

309.4469 

.6 

7635.6095 

309.7610 

.7 

7651.1054 

310.0752 

.8 

7666.6170 

310.3894 

.9 

7682.1443 

310.7035 

99.0 

7697.6874 

311.0177 

.1 

7713.2461 

311.3318 

.2 

7728.8205 

311.6460 

.3 

7744.4107 

311.9602 

.4 

7760.0166 

312.2743 

.5 

7775.6381 

312.5885 

.6 

7791.2754 

312.9026 

.7 

7806.9284 

313.2168 

.8 

7822.5971 

313.5309 

.9 

7838.2815 

313.8451 

100.0 

7853.9816 

314.1593 


To find from the table areas or circumferences for larger diameters than those 
given. 


Case I. 


For diameters greater than 100 and less than 1001: 

Take from the table the area or circumference for a circle the diameter of 
which is one-tenth of the given diameter. 

To obtain the required area or circumference, multiply the area so found by 
100 and the circumference so found by 10. 

! For Example.—What is the area and circumference corresponding to a 
diameter of 459? 

From the tables the area and circumference for diameter 45.9 are 1 654.6847 
and 144.1991. Therefore 165 468.47 and 1 441.991 are the area and circum¬ 
ference required. 

Case II. 


For diameters greater than 1000: 

Divide the given diameter by any convenient factor which will give as a 
quotient a diameter found in the table, and take from the table the area or 
circumference for this diameter. 

To obtain the required area or circumference multiply the area so found by 
the square of the factor and the circumference so found by the factor. 

For Example.—What is the area and circumference corresponding to a 
diameter of 1 983? 

1 983 -r 3 =661. From the tables and Case I the area and circumference 
for diameter 661 are 343 156.95 and 2 076.593. Therefore 343 156.95 X 9 = 
3 088 412.55 = area required, and 2 076.593 X 3 = 6 229.779 = circumference 
required. 




















454 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

1 

16 

.0031 

.1963 

5 

19.6350 

V | 

15.7080 

1 

8 

.0123 

.3927 

i 

8 

20.6290 

16.1007 

1 

4 

.0491 

. 7854 - 

1 

4 

21.6476 

16.4934 

3 

8 

.1104 

1.1781 

3 

8 

22.6907 

16.8861 

1 

2 

.1963 

1.5708 

1 

2 

23.7583 

17.2788 

5 

8 

.3068 

1.9635 

5 

8 

24.8505 

17.6715 

3 

4 

.4418 

2.3562 

3 

4 

25.9673 

18.0642 

1 

8 

.6013 

2.7489 

7 

¥ 

27.1086 

18.4569 

1 

.7854 

3.1416 

6 

28.2744 

18.8496 

1 

8 

.9940 

3.5343 

i 

8 

29.4648 

19.2423 

1 

4 

1.2272 

3.9270 

1 

4 

30.6797 

19.6350 

3 

8 

1.4849 

4.3197 

3 

8 

31.9191 

20.0277 

1 

2 

1.7671 

4.7124 

1 

2 

33.1831 

20.4204 

S 

8 

2.0739 

5.1051 

5 

8 

34.4717 

20.8131 

A 

I 

8 

2.4053 

5.4978 

3 

4 

35.7848 

21.2058 

2.7612 

5.8905 

7 

8 

37.1224 

21.5985 

2 

3.1416 

6.2832 

7 

38.4846 

21.9912 

i 

8 

3.5466 

6.6759 

i 

8 

39.8713 

22.3839 

1 

4 

3.9761 

7.0686 

1 

4 

41.2826 

22.7766 

a 

8 

4.4301 

7.4613 

3 

8 

42.7184 

23.1693 

• \ 

4.9087 

7.8540 

1 

2 

44.1787 

23.5620 

5 

¥ 

5.4119 

8.2467 

a 

8 

45.6636 

23.9547 

1 

5.9396 

8.6394 

a 

4 

47.1731 

24.3474 

l 

6.4918 

9.0321 

¥ 

48.7071 

24.7401 

3 

7.0686 

9.4248 

8 

50.2656 

25.1328 

i 

7.6699 

9.8175 

i 

8 

51.8487 

25.5255 

i 

8.2958 

10.2102 

1 

I 

53.4563 

25.9182 

a 

8 

8.9462 

10.6029 

3 

8 

55.0884 

26.3109 

2 ■ 

9.6211 

10.9956 

1 

2 

56.7451 

26.7036 

f 

10.3206 

11.3883 

5 

8 

58.4264 

27.0963 

i 

11.0447 

11.7810 

3 

4 

60.1322 

27.4890 

7 

¥ 

11.7933 

12.1737 

7 

8 

61.8625 

27.8817 

4 

12.5664 

. 12.5664 

9 

63.6174 

28.2744 

8 

13.3641 

12.9591 

i 

8 

65.3968 

28.6671 

1 

4 

14.1863 

13.3518 

1 

4 

67.2008 

29.0598 

3 

8 

15.0330 

13.7445 

3 

8 

69.0293 

29.4525 

1 

2 

15.9043 

14.1372 

1 

2 

70.8823 

29.8452 

5 

8 

16.8002 

14.5299 

5 

8 

72.7599 

30.2379 

3 

4 

17.7206 

14.9226 

3 

4 

74.6621 

30.6306 

7 

8 

18.6655 

15.3153 

7 

8 

76.5889 

31.0233 






















CAMBRIA STEEL. a 455 

AREAS AND CIRCUMFERENCES OF CIRCLES. 


• Diameters ^ to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

10 

78.540 

31.4160 

15 

176.715 

47.1240 

1 

8 

80.516 

31.8087 

i 

8 

179.673 

47.5167 

1 

4 

82.516 

32.2014 

1 

4 

182.655 

47.9094 

3 

8 

84.541 

32.5941 

3 

8 

185.661 

48.3021 

1 

2 

86.590 

32.9868 

1 

2 

188.692 

48.6948 

5 

8 

88.664 

33.3795 

5 

8 

191.748 

49.0875 

3 

4 

90.763 

33.7722 

3 

4 

194.828 

49.4802 

7 

8 

92.886 

34.1649 

T 

8 

197.933 

49.8729 

11 

95.033 

34.5576 

16 

201.062 

50.2656 

i 

97.205 

34.9503 

8 

204.216 

50.6583 

1 

4 

99.402 

35.3430 

1 

4 

207.395 

51.0510 

3 

8 

101.623 

35.7357 

3 

8 

210.598 

51.4437 

1 

2 

103.869 

36.1284 

1 

2 

213.825 

51.8364 

5 

8 

106.139 

36.5211 

5 

8 

217.077 

52.2291 

3 

4 

108.434 

36.9138 

3 

4 

220.354 

52.6218 

7 

8 

110.754 

37.3065 

7 

8 

223.655 

53.0145 

12 

113.098 

37.6992 

17 

226.981 

53.4072 

1 

3 

115.466 

38.0919 

1 

8 

230.331 

53.7999 

1 

4 

117.859 

38.4846 

i 

4 

233.706 

54.1926 

3 

g 

120.277 

38.8773 

3 

8 

237.105 

54.5853 

1 

2 

122.719 

39.2700 

1 

2 

240.529 

54.9780 

5 

g 

125.185 

39.6627 

5 

8 

243.977 

55.3707 

3 

4 

127.677 

40.0554 

3 

4 

247.450 

55.7634 

7 

8 

130.192 

40.4481 

7 

8 

250.948 

56.1561 

13 

132.733 

40.8408 

18 

254.470 

56.5488 

1 

' 135.297 

41.2335 

i 

8 

258.016 

56.9415 

i 

137.887 

41.6262 

1 

4 

261.587 

57.3342 

2 

140.501 

42.0189 

3 

8 

265.183 

57.7269 ' 


143.139 

42.4116 

1 

2 

268.803 

58.1196 

5 

145.802 

42.8043 

5 

8 

272.448 

58.5123 

3. 

148.490 

43.1970 

3 

4 

276.117 

58.9050 

7 

8 

151.202 

43.5897 

7 

8 

279.811 

59.2977 

14 

153.938 

43.9824 

19 

283.529 

59.6904 


156.700 

44.3751 

i 

8 

287.272 

60.0831 

i 

159.485 

44.7678 

1 

4 

291.040 

60.4758 

3. 

162.296 

45.1605 

3 

8 

294.832 

60.8685 

i 

165.130 

45.5532 

1 

2 

298.648 

61.2612 


167.990 

45.9459 

5 

8 

302.489 

61.6539 

3. 

170.874 

46.3386 

3 

4 

306.355 

62.0466 

7 

8 

173.782 

46.7313 

7 

8 

310.245 

62.4393 






















450 * CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

Diameters 7$ to 100. . 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

20 

314.160 

62.8320 

25 

490.875 

78.5400 

i 

8 

318.099 

63.2247 

1 

8 

495.796 

78.9327 

1 

4 

322.063 

63.6174 

I 

4 

* 500.742 

79.3254 

3 

8 

326.051 

64.0101 

i 

s 

505.712 

79.7181 

2 

330.064 

64.4028 

1 

2 

510.706 

80.1108 

5 

8 

334.102 

64.7955 

£ 

8 

515.726 

80.5035 

1 

4 

338.164 

65.1882 

3 

4 

520.769 

80.8962 

| 

342.250 

65.5809 

7 

8 

525.838 

81.2889 

21 

346.361 

65.9736 

26 

530.930 

81.6816 

* 

350.497 

66.3663 

1 

8 

536.048 

82.0743 

i 

4 

354.657 

66.7590 

1 

4 

541.190 

82.4670 

3 

8 

358.842 

67.1517 

3 

8 

546.356 

82.8597 

1 

2 

363.051 

67.5444 

1 

2 

551.547 

83.2524 

5 

¥ 

367.285 

67.9371 

5 

8 

556.763 

83.6451 

4 

371.543 

68.3298 

! 

562.003 

84.0378 

1 

375.826 

68.7225 

7 

8 

567.267 

84.4305 

22 

380.134 

69.1152 

27 

572.557 

84.8232 

* 

384.466 

69.5079 

1 

8 

577.870 

85.2159 

i 

4 

388.822 

69.9006 

1 

4 

583.209 

85.6086 

3 

8 

393.203 

70.2933 

3 

8 

588.571 

86.0013 

1 

2 

397.609 

70.6860 

1 

2 

593.959 

86.3940 

5 

8 

402.038 

71.0787 

5 

8 

599.371 

86.7867 

3 

4 

406.494 

71.4714 

3 

4 

604.807 

87.1794 

7 

8 

410.973 

71.8641 

7 

8 

610.268 

87.5721 

23 

415.477 

72.2568 

28 

615.754 

87.9648 

i 

8 

420.004 

72.6495 

1 

8 

621.264 

88.3575 

1 

4 

424.558 

73.0422 

1 

4 

626.798 

88.7502 

• 3 

8 

429.135 

73.4349 

3 

8 

632.357 

89.1429 

1 

2 . 

433.737 

73.8276 

1 

2 

637.941 

89.5356 

5 

8 

438.364 

74.2203 

5 

8 

643.549 

89.9283 

3 

4 

443.015 

74.6130 

3 

4 

649.182 

90.3210 

7 

8 

447.690 

75.0057 

7 

8 

654.840 

90.7137 

24 

452.390 

75.3984 

29 

660.521 

91.1064 

1 

8 

457.115 

75.7911 

1 

8 

666.228 

91.4991 

1 

4 

461.864 

76.1838 

1 

4 

671.959 

91.8918 

3 

8 

466.638 

76.5765 

3 

8 

677.714 

92.2845 

1 

2 

471.436 

76.9692 

1 

2 

683.494 

92.6772 

5 

8 

476.259 

77.3619 

5 

8 

689.299 

93.0699 

3 

4 

481.107 

77.7546 

1 

4 

695.128 

93.4626 

7 

8 

485.979 

78.1473 

7 

8 

700.982 

93.8553 


— 




















CAMBRIA STEEL. 457 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters t 1 * to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

30 

706.860 

94.248 

35 

962.115 

109.956 

1 

8 

712.763 

94.641 

£ 

969.000 

110.349 

1 

4 

718.690 

95.033 

i 

4 

975.909 

110.741 

3 

8 

724.642 

95.426 

3 

8 

982.842 

111.134 

1 

2 

730.618 

95.819 

1 

2 

989.800 

111.527 

5 

8 

736.619 

96.212 

3 

8 

996.783 

111.919 

f 

742.645 

96.604 

3 

4 

1003.790 

112.312 

7 

s 

748.695 

96.997 

7 

8 

1010.822 

112.705 

31 

754.769 

97.390 

36 

1017.878 

113.098 

i 

8 

760.869 

97.782 

i 

1024.960 

113.490 

1 

4 

766.992 

98.175 

i 

4 

1032.065 

113.883 

3 

8 

773.140 

98.568 

3 

8 

1039.195 

114.276 

1 

2 

779.313 

98.960 

1 

2 

1046.349 

114.668 

5 

8 

785.510 

99.353 

5 

8 

1053.528 

115.061 

3 

4 

791.732 

99.746 

3 

4 

1060.732 

115.454 

7 

8 

797.979 

100.138 

7 

S 

1067.960 

115.846 

32 

804.250 

100.531 

37 

1075.213 

116.239 

1 

3 

810.545 

100.924 

i 

8 

1082.490 

116.632 

1 

4 

816.865 

101.317 

1 

4 

1089.792 

117.025 

1 

3 

823.210 

101.709 • 

3 

8 

1097.118 

117.417 

1 

2 

829.579 

102.102 

1 

2 

1104.469 

117.810 

5 

3 

835.972 

102.495 

5 

8 

1111.844 

118.203 

3 

842.391 

102.887 

1 

4 

1119.244 

118.595 

7 

8 

848.833 

103.280 

7 

8 

1126.669 

118.988 

33 

855.301 

103.673 

38 

1134.118 

119.381 

£ 

861.792 

104.065 

£ 

1141.591 

119.773 

1 

868.309 

104.458 

i 

4 

1149.089 

120.166 

1 

874.850 

104.851 

3 

8 

1156.612 

120.559 

1 

881.415 

105.244 

1 

2 

1164.159 

120.952 

5 

888.005 

105.636 

5 

1171.731 

121.344 

3. 

894.620 

106.029 

3 

4 

1179.327 

121.737 

7 

8 

901.259 

106.422 

7 

8 

1186.948 

122.130 

34 

907.922 

106.814 

39 

1194.593 

122.522 

i 

914.611 

107.207 

i 

8 

1202.263 

122.915 


921.323 

107.600 

1 

4 

1209.958 

123.308 

3 

928.061 

107.992 

3 

8 

1217.677 

123.700 

1 

934.822 

108.385 

1 

2 

1225.420 

124.093 

f 

941.609 

108.778 

5 

8 

1233/188 

124.486 

3 

948.420 

109.171 

3 

4 

1240.981 

124.879 

7 

i 

955.255 

109.563 

7 

8 

1248.798 

125.271 






















458 CAMBRIA STEEL. 

AREAS AND CIRCUMFERENCES OF CIRCLES. 

Diameters ^ to 100. 


Diameter. 

Area. 

Circumference. 

40 

1256.64 

125.664 

i 

8 

1264.51 

126.057 

1 

4 

1272.40 

126.449 

3 

8 

1280.31 

126.842 

1 

2 

1288.25 

127.235 

5 

8 

1296.22 

127.627 

3 

4 

1304.21 

128.020 

7 

5 

1312.22 

128.413 

41 

1320.26 

128.806 

i 

8 

1328.32 

129.198 

1 

4 

1336.41 

129.591 

3 

8 

1344.52 

129.984 

i 

1352.66 

130.376 

5 

5 

1360.82 

130.769 

i 

1369.00 

131.162 

t 

1377.21 

131.554 

42 

1385.45 

131.947 

i 

1393.70 

132.340 

i 

4 

1401.99 

132.733 

1 

8 

1410.30 

133.125 

4 

1418.63 

133.518 

1 

1426.99 

133.911 

3 

4 

1435.37 

134.303 

7 

8 

1443.77 

134.696 

43 

1452.20 

135.089 

i 

8 

1460.66 

135.481 

1 

4 

1469.14 

135.874 

3 

8 

1477.64 

136.267 

1 

2 

1486.17 

136.660 

5 

8 

1494.73 

137.052 

3 

4 

1503.30 

137.445 

7 

8 

1511.91 

137.838 

44 

1520.53 

138.230 

i 

8 

1529.19 

138.623 

1 

4 

1537.86 

139.016 

3 

8 

1546.56 

139.408 

1 

2 

1555.29 

139.801 

5 

8 

1564.04 

140.194 

3 

4 

1572.81 

140.587 

1 

1581.61 

140.979 


Diameter. 

Area. 

Circumference. 

45 

1590.43 

141.372 

i 

8 

1599.28 

141.765 

1 

4 

1608.16 

142.157 

3 

8 

1617.05 

142.550 

1 

2 

1625.97 

142.943 

5 

8 

1634.92 

143.335 

3 

4 

1643.89 

143.728 

7 

8 

1652.89 

144.121 

46 

1661.91 

144.514 

i 

8 

1670.95 

144.906 

1 

4 

1680.02 

145.299 

3 

8 

1689.11 

145.692 

1 

2 

1698.23 

146.084 

5 

8 

1707.37 

146.477 

3 

4 

1716.54 

146.870 

7 

8 

1725.73 

147.262 

47 

1734.95 

147.655 

i 

8 

1744.19 

148.048 

1 

4 

1753.45 

148.441 

3 

8 

1762.74 

148.833 

1 

2 

1772.06 

149.226 

5 

8 

1781.40 

149.619 

3 

4 

1790.76 

150.011 

7 

8 

1800.15 

150.404 

48 

1809.56 

150.797 

i 

8 

1819.00 

151.189 

1 

4 

1828.46 

151.582 

3 

8 

1837.95 

151.975 

1 

S 

1847.46 

152.368 

5 

8 

1856.99 

152.760 

1 

4 

1866.55 

153.153 

7 

8 

1876.14 

153.546 

49 

1885.75 

153.938 

i 

8 

1895.38 

154.331 

1 

4 

1905.04 

154.724 

1 

1914.72 

155.116 

1 

1924.43 

155.509 

3 

8 

1934.16 

155.902 

3 

4 

1943.91 

156.295 

7 

8 

1953.69 

156.687 





















CAMBRIA STEEL. 459 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters & to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

50 

1963.50 

157.080 

55 

2375.83 

172.788 

i 

8 

1973.33 

157.473 

i 

8 

2386.65 

173.181 

1 

4 

1983.18 

157.865 

1 

4 

2397.48 

173.573 

a 

8 

1993.06 

158.258 

3 

8 

2408.34 

173.966 

1 

2 

2002.97 

158.651 

1 

2 

2419.23 

174.359 

a 

8 

2012.89 

159.043 

5 

8 

2430.14 

174.751 

3 

4 

2022.85 

159.436 

3 

4 

2441.07 

175.144 

7 

8 

2032.82 

159.829 

7 

8 

2452.03 

175.537 

51 

2042.83 

160.222 

56 

2463.01 

175.930 

1 

8 

2052,85 

160.614 

i 

8 

2474.02 

176.322 

1 

4 

2062.90 

161.007 

1 

4 

2485.05 

176.715 

3 

8 

2072.98 

161.400 

3 

8 

2496.11 

177.108 

1 

2 

2083.08 

161.792 

1 

2 

2507.19 

177.500 

5 

8 

2093.20 

162.185 

5 

8 

2518.30 

177.893 

3 

4 

2103.35 

162.578 

3 

4 

2529.43 

178.286 

7 

8 

2113.52 

162.970 

7 

8 

2540.58 

178.678 

52 

2123.72 

163.363 

57 

2551.76 

179.071 

i 

2133.94 

163.756 

i 

8 

2562.97 

179.464 

1 

4 

2144.19 

164.149 

1 

4 

2574.20 

179.857 

3 

8 

2154.46 

164.541 

3 

8 

2585.45 

180.249 

1 

2 

2164.76 

164.934 

1 

2 

2596.73 

180.642 

5 

8 

2175.08 

165.327 

5 

8 

2608.03 

181.035 

3 

4 

2185.42 

165.719 

3 

4 

2619.36 

181.427 

7 

8 

2195.79 

166.112 

7 

8 

2630.71 

181.820 

53 

2206.19 

166.505 

58 

2642.09 

182.213 

1 

£ 

2216.61 

166.897 

i 

8 

2653.49 

182.605 

1 

4 

2227.05 

167.290 

1 

4 

2664.91 

182.998 

| 

2237.52 

167.683 

3 

8 

2676.36 

183.391 

1 

2 

2248.01 

168.076 

A 

2 

2687.84 

183.784 

5 

£ 

2258.53 

168.468 

5 

8 

2699.33 

184.176 

3 

2269.07 

168.861 

3 

4 

2710.86 

184.569 

1 

2279.64 

169.254 

7 

8 

2722.41 

184.962 

54 

2290.23 

169.646 

59 

2733.98 

185.354 

i 

2300.84 

170.039 

i 

8 

2745.57 

185.747 

i 

2311.48 

170.432 

1 

4 

2757.20 

186.140 

3 

2322.15 

170.824 

3 

8 

2768.84 

186.532 

1 

2332.83 

171.217 

1 

2 

2780.51 

186.925 

5 

2343.55 

171.610 

5 

8 

2792.21 

187.318 

3 

2354.29 

172.003 

3 

4 

2803.93 

187.711 

7 

8 

2365.05 

172.395 

7 

8 

2815.67 

188.103 






















460 CAMBRIA STEEL. 

AREAS AND CIRCUMFERENCES OF CIRCLES. 

Diameters ts to 100. 


Diameter. 

Area. 

Circumference 

60 

2827.44 

188.496 

* 

2839.23 

188.889 

i 

4 

2851.05 

189.281 

3 

8 

2862.89 

189.674 

X 

2 

2874.76 

190.067 

5 

8 

2886.65 

190.459 

£ 

2898.57 

190.852 

7 

8 

2910.51 

191.245 

61 

2922.47 

191.638 

£ 

2934.46 

192,030 

£ 

2946.48 

192.423 

£ 

2958.52 

192.816 

£ 

2970.58 

193.208 

1 

2982.67 

193.601 

i 

4 

2994.78 

193.994 

7 

¥ 

3006.92 

194.386 

62 

3019.08 

194.779 

i 

8 

3031.26 

195.172 

1 

4 

3043.47 

195.565 

8 

3055.71 

195.957 

£ 

3067.97 

196.350 

5 

¥ 

3080.25 

198.743 

i 

3092.56 

197.135 

£ 

3104.89 

197.528 

63 

3117.25 

197.921 

i 

8 

3129.64 

198.313 

1 

4 

3142.04 

198.706 

| 

3154.47 

199.099 

£ 

3166.93 

199.492 

5 

8 

3179.41 

199.884 

3 

4 

3191.91 

200.277 

1 

8 

3204.44 

200.670 

64 

3217.00 

201.062 

£ 

3229.58 

201.455 

X 

4 

3242.18 

201.848 

3 

¥ 

3254.81 

202.240 

£ 

3267.46 

202.633 

4 

8 

3280.14 

203.026 

4 

4 

3292.84 

203.419 

7 

8 

3305.56 

203.811 


Diameter. 

Area. 

Circumference. 

65 

3318.31 

204.204 

X 

8 

3331.09 

204.597 

1 

4 

3343.89 

204.989 

3 

8 

3356.71 

205.382 

1 

2 

3369.56 

205.775 

5 

8 

3382.44 

206.167 

3 

4 

3395.33 

206.660 

7 

¥ 

3408.26 

206.953 

66 

3421.20 

207.346 

i 

8 

3434.17 

207.738 

1 

4 

3447.17 

208.131 

1 

8 

3460.19 

208.524 

1 

3 

3473.24 

208.916 

5. 

8 

3486.30 

209.309 

a. 

4 

3499.40 

209.702 

7 

¥ 

3512.52 

210.094 

67 

3525.66 

210.487 

£ 

3538.83 

210.880 

X 

4 

3552.02 

211.273 

3 

8 

3565.24 

211.665 

1 

2 

3578.48 

212.058 

5 

8 

3591.74 

212.451 

3 

4 

3605.04 

212.843 

7 

8 

3618.35 

213.236 

68 

3631.69 

213.629 

i 

8 

3645.05 

214.021 

1 ' 

4 

3658.44 

214.414 

3 

6 

3671.86 

214.807 

1 

2 

v 3685.29 

215.200 

5 

8 

3698.76 

215.592 

3 

4 

3712.24 

215.985 

7 

¥ 

3725.75 

216.378 

69 

3739.29 

216.770 

£ 

3752.85 

217.163 

£ 

3766.43 

217.556 * 

i 

8 

3780.04 

217.948 

1 

¥ 

3793.68 

218.341 

a 

8 

3807.34 

218.734 

3 

4 

3821.02 

219.127 

7 

8 

3834.73 

219.519 


















CAMBRIA STEEL. 401 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters A to 100. 


Diameter. 

Area. 

Ciroumference. 

Diameter. 

Area. 

Circumference. 

70 

3848.46 

219.912 

75 

4417.87 

235.620 

8 

3862.22 

220.305 

1 

8 

4432.61 

236.013 

I 

4 

3876.00 

220.697 

i 

4 

4447.38 

236.405 

3 

8 

3889.80 

221.090 

3 

8 

4462.16 

236.798 

h 

3903.63 

221.483 

1 

2 

4476.98 

237.191 

5 

8 

3917.49 

221.875 

5 

8 

4491.81 

237.583 

3 

4 

3931.37 

222.268 

3 

4 

4506.67 

237.976 

7 

8 

3945.27 

222.661 

7 

8 

4521.56 

• 238.369 

71 

3959.20 

223.054 

76 

4536.47 

238.762 

1 

8 

3973.15 

223.446 

i 

8 

4551.41 

239.154 

1 

4 

3987.13 

223.839 

1 

4 

4566.36 

239.547 

3 

8 

4001.13 

224.232 

3 

8 

4581.35 

239.940 

1 

2 

4015.16 

224,624 

1 

2 

4596.36 

240.332 

5 

8 

4029.21 

225.017 

5 

8 

4611.39 

240.725 

3 

4 

4043.29 

225.410 

3 

4 

4626.45 

241.118 

7 

8 

4057.39 

225.802 

7 

8 

4641.53 

241.510 

72 

4071.51 

226.195 

77 

4656.64 

241.903 

§ 

4085.66 

226.588 

i 

8 

4671.77 

242.296 

1 

4 

4099.84 

226.981 

1 

4 

4686.92 

242.689 

3 

g 

4114.04 

227.373 

3 

8 

4702.10 

243.081 

1 

2 

4128.26 

227.766 

1 

2 

4717.31 

243.474 

5 

4142.51 

228.159 

5 

8 

4732.54 

243.867 

3 

4 

4156.78 

228.551 

3 

4 

4747.79 

244.259 

7 

8 

4171.08 

228.944 

7 

8 

4763.07 

244.652 

73 

4185.40 

229.337 

78 

4778.37 

245.045 

1 

4199.74 

229.729 

i 

8 

4793.70 

245.437 

i 

4214.11 

230.122 

1 

4 

4809.05 

245.830 


4228.51 

230.515 

3 

8 

4824.43 

246.223 

1 

4242.93 

230.908 

1 

2 

4839.83 

246.616 

5 

4257.37 

231.300 

5 

8 

4855.26 

247.008 

i 

4271.84 

231.693 

3 

4 

4870.71 

247.401 

7 

I 

4286.33 

232.086 

7 

8 

4886.18 

247.794 

74 

4300.85 

232.478 

79 

4901.68 

248.186 

i 

4315.39 

232.871 

i 

8 

4917.21 

248.579 


4329.96 

233.264 

1 

4 

4932.75 

248.972 

3 

¥ 

4344.55 

233.656 

3 

8 

4948.33 

249.364 

x 

4359.17 

234.049 

1 

2 

4963.92 

249.757 

5 

4373.81 

234.442 

5 

8 

4979.55 

250.150 

3 

x 

4388.47 

234.835 

3 

4 

4995.19 

250.543 

7 

8 

4403.16 

235.227 

7 

8 

5010.86 

250.935 



















402 CAMBKIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters ts to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

80 

5026.56 

251.328 

85 

5674.51 

267.036 

X 

8 

5042.28 

251.721 

£ 

5691.22 

267.429 

i 

5058.03 

252.113 

1 

4 

5707.94 

267.821 

t 

5073.79 

252.506 

3 

S 

5724.69 

268.214 

\ 

5089.59 

252.899 

1 

2 

5741.47 

268.607 

f 

5105.41 

253.291 

5 

8 

5758.27 

268.999 

3 

4 

5121.25 

253.684 

3 

4 

5775.10 

269.392 

7 

8 

. 5137.12 

254.077 

7 

8 

5791.94 

269.785 

81 

5153.01 

254.470 

86 

5808.82 

270.178 

1 

8 

5168.93 

254.862 

1 

8 

5825.72 

270.570 

i 

4 

5184.87 

255.255 

1 

4 

5842.64 

270.963 

3 

8 

5200.83 

255.648 

3 

8 

5859.59 

271.356 

1 

2 

5216.82 

256.040 

1 

2 

5876.56 

271.748 

5 

8 

5232.84 

256.433 

5 

8 

5893.55 

272.141 

3 

4 

5248.88 

256.826 

3 

4 

5910.58 

272.534 

7 

8 

5264.94 

257.218 

1 

5927.62 

272.926 

82 

5281.03 

257.611 

87 

5944.69 

273.319 

i 

8 

5297.14 

258.004 

£ 

5961.79 

273.712 

1 

4 

5313.28 

258.397 

1 

4 

5978.91 

274.105 

3 

8 

5329.44 

258.789 

3 

8 

5996.05 

274.497 

1 

o 

5345.63 

259.182 

1 

2 

6013.22 

274.890 

5 

8 

5361.84 

259.575 

5 

8 

6030.41 

275.283 

3 

4 

5378.08 

259.967 

3 

4 

6047.63 

275.675 

7 

8 

5394.34 

260.360 

7 

8 

6064.87 

276.068 

83 

5410.62 

280.753 

88 

6082.14 

276.461 

i 

8 

5426.93 

261.145 

i 

8 

6099.43 

276.853 

1 

4 

5443.26 

261.538 

1 

4 

6116.74 

277.246 

3 

8 

5459.62 

261.931 

3 

8 

6134.08 

277.638 

X • 

2 

5476.01 

262.324 

1 

2 

6151.45 

278.032 

5 

8 

5492.41 

262.716 

5 

8 

6168.84 

278.424 

3 

4 

5508.84 

263.109 

3 

4 

6186.25 

278.817 

7 

8 

6525.30 

263.502 

7 

8 

6203.69 

279.210 

84 

5541.78 

263.894 

89 

6221.15 

279.602 

X 

8 

5558.29 

264.287 

1 

8 

6238.64 

279.995 

1 

4 

5574.82 

264.680 

1 

4 

6256.15 

280.388 

3. 

8 

5591.37 

265.072 

3 

8 

6273.69 

280.780 

1 

2 

5607.95 

265.465 

h 

6291.25 

281.173 

5 

8 

5624.56 

265.858 

5 

8 

6308.84 

281.566 

3 

4 

5641.18 

266.251 

3 

4 

6326.45 

281.959 

1 

8 

5657.84 

266.643 

7 

8 

6344.08 

282.351 

















CAMBRIA STEEL. 463 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters & to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

90 

6361.74 

282.744 

95 

7088.24 

298.452 

1 

8 

6379.42 

283.137 

8 

7106.90 

298.845 

1 

4 

6397.13 

283.529 

1 

4 

7125.59 

299.237 

3 

8 

6414.86 

283.922 

3 

8 

7144.31 

299.630 

1 

2 

6432.62 

284.315 

1 

2 

7163.04 

300.023 

5 

8 

6450.40 

284.707 

5 

8 

7181.81 

300.415 

3 

4 

6468.21 

285.100 

3 

4 

7200.60 

300.808 

7 

8 

6486.04 

285.493 

7 

8 

7219.41 

301.201 

91 

6503.90 

285.886 

96 

7238.25 

301.594 

1 

8 

6521.78 

286.278 

i 

8 

7257.11 

301.986 

1 

4 

6539.68 

286.671 

1 

4 

7275.99 

302.379 

3 

8 

6557.61 

287.064 

3 

8 

7294.91 

302.772 

1 

2 

6575.56 

287.456 

1 

2 

7313.84 

303.164 

5 

8 

6593.54 

287.849 

5 

8 

7332.80 

303.557 

3 

4 

6611.55 

288.242 

3 

4 

7351.79 

303.950 

7 

S 

6629.57 

288.634 

7 

8 

7370.79 

304.342 

92 

6647.63 

289.027 

97 

7389.83 

304.735 

1 

£ 

6665.70 

289.420 

i 

8 

7408.89 

305.128 

1 

4 

6683.80 

289.813 

1 

4 

7427.97 

305.521 

3 

6701.93 

290.205 

3 

8 

7447.08 

305.913 

i 

6720.08 

290.598 

1 

2 

7466.21 

306.306 

5 

6738.25 

290.991 

5 

8 

7485.37 

306.699 

3 

6756.45 

291.383 

3 

4 

7504.55 

307.091 

7 

3 

6774.68 

291.776 

7 

8 

7523.75 

307.484 

93 

6792.92 

292.169 

98 

7542.98 

307.877 

| 

6811.20 

292.562 

1 

8 

7562.24 

308.270 

1 

6829.49 

292.954 

1 

4 

7581.52 

308.662 


6847.82 

293.347 

3 

8 

7600.82 

309.055 

1 

6866.16 

293.740 

1 

2 

7620.15 

309.448 

5 

6884.53 

294.132 

5 

8 

7639.50 

309.840 

3. 

6902.93 

294.525 

3 

4 

7658.88 

310.233 

7 

¥ 

6921.35 

294.918 

7 

¥ 

7678.28 

310.626 

94 

6939.79 

295.310 

99 

7697.71 

311.018 

i 

6958.26 

295.703 

1 

7717.16 

311.411 

i 

6976.76 

296.096 

1 

4 

7736.63 

311.804 

3. 

6995.28 

296.488 

a 

8 

7756.13 

312.196 

i 

7013.82 

296.881 


7775.66 

312.589 

5 

7032.39 

297.274 

5 

8 

7795.21 

312.982 

3. 

7050.98 

297.667 

3 

4 

7814.78 

313.375 

7 

8 

7069.59 

298.059 

7 

8 

7834.38 

313.767 




100 

7854.00 

314.160 
























464 CAMBKIA STEEL. 


LOGARITHMS OF NUMBERS, FROM 0 TO 1000. 


No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0 

00000 

30103 

47712 

60206 

69897 

77815 

84510 

90309 

95424 

10 

00000 

00432 

00860 

01284 

01703 

02119 

02531 

02938 

03342 

03743 

11 

04139 

04532 

04922 

05308 

05690 

06070 

06446 

06819 

07188 

07555 

12 

07918 

08279 

08636 

08991 

09342 

09691 

10037 

10380 

10721 

11059 

13 

11394 

11727 

12057 

12385 

12710 

13033 

13354 

13672 

13988 

14301 

14 

14613 

14922 

15229 

15534 

15836 

16137 

16435 

16732 

17026 

17319 

15 

17609 

17898 

18184 

18469 

18752 

19033 

19312 

19590 

19866 

20140 

16 

20412 

20683 

20952 

21219 

21484 

21748 

22011 

22272 

22531 

22789 

17 

23045 

23300 

23553 

23805 

24055 

24304 

24551 

24797 

25042 

25285 

18 

25527 

25768 

26007 

26245 

26482 

26717 

26951 

27184 

27416 

27646 

19 

27875 

28103 

28330 

28556 

28780 

29003 

29226 

29447 

29667 

29885 

20 

30103 

30320 

30535 

30750 

30963 

31175 

31387 

31697 

31806 

32015 

21 

32222 

32428 

32634 

32838 

33041 

33244 

33445 

33646 

33846 

34044 

22 

34242 

34439 

34635 

34830 

35025 

35218 

35411 

35603 

35793 

35984 

23 

36173 

36361 

36549 

36736 

36922 

37107 

37291 

37475 

37658 

37840 

24 

38021 

38202 

38382 

38561 

38739 

38917 

39094 

39270 

39445 

39620 

25 

39794 

39967 

40140 

40312 

40483 

40654 

40824 

40993 

41162 

41330 

26 

41497 

41664 

41830 

41996 

42160 

42325 

42488 

42651 

42813 

42975 

27 

43136 

43297 

43457 

43616 

43775 

43933 

44091 

44248 

44404 

44560 

28 

44716 

44871 

45025 

45179 

45332 

45484 

45637 

45788 

45939 

46090 

29 

46240 

46389 

46538 

46687 

46835 

46982 

47129 

47276 

47422 

47567 

30 

47712 

47857 

48001 

48144 

48287 

48430 

48572 

48714 

4S855 

48996 

31 

49136 

49276 

49415 

49554 

49693 

49831 

49969 

50106 

50243 

50379 

32 

50515 

50651 

50786 

50920 

51055 

51188 

51322 

51455 

51587 

51720 

33 

51851 

51983 

52114 

52244 

52375 

52504 

52634 

52763 

52892 

53020 

34 

53148 

53275 

53403 

53529 

53656 

53782 

53908 

54033 

54158 

54283 

35 

54407 

54531 

54654 

54777 

54900 

55023 

55145 

55267 

55388 

55509 

36 

55630 

55751 

55871 

55991 

56110 

56229 

56348 

56467 

56585 

56703 

37 

56820 

56937 

57054 

57171 

57287 

57403 

57519 

57634 

57749 

57864 

38 

57978 

58093 

58206 

58320 

58433 

58546 

58659 

58771 

58883 

58995 

39 

59106 

59218 

59329 

59439 

59550 

59660 

59770 

59879 

59988 

60097 

40 

60206 

60314 

60423 

60531 

60638 

60746 

60853 

60959 

61066 

61172 

41 

61278 

61384 

61490 

61595 

61700 

61805 

61909 

62014 

62118 

62221 

42 

62325 

62428 

62531 

62634 

62737 

62839 

62941 

63043 

63144 

63246 

43 

63347 

63448 

63548 

63649 

63749 

63849 

63949 

64048 

64147 

64246 

44 

64345 

64444 

64542 

64640 

64738 

64836 

64933 

65031 

65128 

65225 

45 

65321 

65418 

65514 

65610 

65706 

65801 

65896 

65992 

66087 

66181 

46 

66276 

66370 

66464 

66558 

66652 

66745 

66839 

66932 

67025 

67117 

47 

67210 

67302 

67394 

07486 

67578 

67669 

67761 

67852 

67943 

68034 

48 

68124 

68215 

68305 

68395 

68485 

68574 

68664 

68753 

68842 

68931 

49 

69020 

69108 

69197 

69285 

69373 

69461 

69548 

69636 

69723 

69810 

50 

69897 

69984 

70070 

70157 

70243 

70329 

70415 

70501 

70586 

70672 

51 

70757 

70842 

70927 

71012 

71096 

71181 

71265 

71349 

71433 

71517 

52 

71600 

71684 

71767 

71850 

71933 

72016 

72099 

72181 

72263 

72346 

53 

72428 

72509 

72591 

72673 

72754 

72835 

72916 

72997 

73078 

73159 

54 

73239 

73320 

73400 

734S0 

73560 

73640 

73719 

73799 

73878 

73957 


























CAMBRIA STEEL. 466 


LOGARITHMS OF NUMBERS, FROM 0 TO 1000 

(continued.) 


No. 

O 

1 

2 

3 

4 

B 

6 

7 

8 

9 

55 

74036 

74135 

74194 

74273 

74351 

74429 

74507 

74586 

74663 

74741 

50 

74819 

74896 

74974 

75051 

75128 

75205 

75282 

75358 

75435 

75511 

57 

75587 

75664 

75740 

75815 

75891 

75967 

76042 

76118 

76193 

76268 

58 

76343 

76418 

76492 

76567 

76641 

76716 

76790 

76864 

76938 

77012 

59 

77085 

77159 

77232 

77305 

77379 

77452 

77525 

77597 

77670 

77743 

60 

77815 

77887 

77960 

78032 

78104 

78176 

78247 

78319 

78390 

78462 

61 

78533 

78604 

78675 

78746 

78817 

78888 

78958 

79029 

79099 

79169 

62 

79239 

79309 

79379 

79449 

79518 

79588 

79657 

79727 

79796 

79865 

63 

79934 

80003 

80072 

80140 

80209 

80277 

80346 

80414 

80482 

80550 

64 

80618 

80686 

80754 

80821 

80889 

80956 

81023 

81090 

81158 

81224 

65 

81291 

81358 

81425 

81491 

81558 

81624 

81690 

81757 

81823 

81889 

66 

81954 

82020 

82086 

82151 

82217 

82282 

82347 

82413 

82478 

82543 

67 

82607 

82672 

82737 

82802 

82866 

82930 

82995 

83059 

83123 

83187 

68 

83251 

83315 

83378 

83442 

83506 

83569 

83632 

83696 

83759 

83822 

69 

83885 

83948 

84011 

84073 

84136 

84198 

84261 

84323 

84386 

84448 

70 

84510 

84572 

84634 

84696 

84757 

84819 

84880 

84942 

85003 

85065 

71 

85126 

85187 

85248 

85309 

85370 

85431 

85491 

85552 

85612 

85673 

72 

85733 

85794 

85854 

85914 

85974 

86034 

86094 

86153 

86213 

86273 

73 

86332 

86392 

86451 

86510 

86570 

86629 

86688 

86747 

86806 

86864 

74 

86923 

86982 

87040 

87099 

87157 

87216 

87274 

87332 

87390 

87448 

75 

87506 

87564 

87622 

87680 

87737 

87795 

87852 

87910 

87967 

88024 

76 

88081 

88138 

88196 

88252 

88309 

88366 

88423 

88480 

88536 

88593 

77 

88649 

88705 

88762 

88818 

88874 

88930 

88986 

89042 

89098 

89154 

78 

89209 

89265 

89321 

89376 

89432 

89487 

89542 

89597 

89653 

89708 

79 

89763 

89818 

89873 

89927 

89982 

90037 

90091 

90146 

90200 

90255 

80' 

90309 

90363 

90417 

90472 

90526 

90580 

90634 

90687 

90741 

90795 

81 

90849 

90902 

90956 

91009 

91062 

91116 

91169 

91222 

91275 

91328 

82 

91381 

91434 

91487 

91540 

91593 

91645 

91698 

91751 

91803 

91855 

83 

91908 

91960 

92012 

92065 

92117 

92169 

92221 

92273 

92324 

92376 

84 

92428 

92480 

92531 

92583 

92634 

92686 

92737 

92788 

92840 

92891 

85 

92942 

92993 

93044 

93095 

93146 

93197 

93247 

93298 

93349 

93399 

86 

93450 

93500 

93551 

93601 

93651 

93702 

93752 

93802 

93852 

93902 

87 

93952 

94002 

94052 

94101 

94151 

94201 

94250 

94300 

94349 

94399 

88 

94448 

94498 

94547 

94596 

94645 

94694 

94743 

94792 

94841 

94890 

89 

94939 

94988 

95036 

95085 

95134 

95182 

95231 

95279 

95328 

95376 

90 

95424 

95472 

95521 

95569 

95617 

95665 

95713 

95761 

95809 

95856 

91 

95904 

95952 

95999 

96047 

96095 

96142 

96190 

96237 

96284 

96332 

92 

96379 

96426 

96473 

96520 

96567 

96614 

96661 

96708 

96755 

96802 

93 

96848 

96895 

96942 

96988 

97035 

97081 

97128 

97174 

97220 

97267 

94 

97313 

97359 

97405 

97451 

97497 

97543 

97589 

97635 

97681 

97727 

95 

97772 

97818 

97864 

97909 

97955 

98000 

98046 

98091 

98137 

98182 

96 

98227 

98272 

98318 

98363 

98408 

98453 

98498 

98543 

98588 

98632 

97 

98677 

98722 

98767 

98811 

98856 

98900 

98945 

98989 

99034 

99078 

98 

99123 

99167 

99211 

99255 

99300 

99344 

99388 

99432 

99476 

99520 

99 

99564 

99607 

99651 

99695 

99739 

99782 

99826 

99870 

99913 

99957 












































466 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

0 

0 

.000000 

Infinite. 

.000000 

Infinite. 

1.00000 

1.000000 

0 

90 


10 

.002909 

343.77516 

.002909 

343.77371 

1.00000 

.999996 

50 



20 

.005818 

171.88831 

.005818 

171.88540 

1.00002 

.999983 

40 



30 

.008727 

114.59301 

.008727 

114.58865 

1.00004 

.999962 

30 



40 

.011635 

85.945609 

.011636 

85.939791 

1.00007 

.999932 

20 



50 

.014544 

68.757360 

.014545 

68.750087 

1.00011 

.999894 

10 


1 

0 

.017452 

57.298688 

.017455 

57.289962 

1.00015 

.999848 

0 

89 


10 

.020361 

49.114062 

.020365 

49.103881 

1.00021 

.999793 

50 



20 

.023269 

42.975713 

.023275 

42.964077 

1.00027 

.999729 

40 



30 

.026177 

38.201550 

.026186 

38.188459 

1.00034 

.999657 

30 



40 

.029085 

34.382316 

.029097 

34.367771 

1.00042 

.999577 

20 



50 

.031992 

31.257577 

.032009 

31.241577 

1.00051 

.999488 

10 


2 

0 

034899 

28.653708 

.034921 

28.636253 

1.00061 

.999391 

0 

88 


10 

.037806 

26.450510 

.037834 

26.431600 

1.00072 

.999285 

50 



20 

.040713 

24.562123 

.040747 

24.541758 

1.00083 

.999171 

40 



30 

.043619 

22.925586 

.043661 

22.903766 

1.00095 

.999048 

30 



40 

.046525 

21.493676 

.046576 

21.470401 

1.00108 

.998917 

20 



50 

.049431 

20.230284 

.049491 

20.205553 

1.00122 

.998778 

10 


3 

0 

.052336 

19.107323 

.052408 

19.081137 

1.00137 

.998630 

0 

87 


10 

.055241 

18.102619 

.055325 

18.074977 

1.00153 

.998473 

50 



20 

.058145 

17.198434 

.058243 

17.169337 

1.00169 

.998308 

40 



30 

.061049 

16.380408 

.061163 

16.349855 

1.00187 

.998135 

30 



40 

.063952 

15.636793 

.064083 

15.604784 

1.00205 

.997953 

20 



50 

.066854 

14.957882 

.067004 

14.924417 

1.00224 

.997763 

10 


4 

0 

. .069756 

14.335587 

.069927 

14.300666 

1.00244 

.997564 

0 

86 


10 

.072658 

13.763115 

.072851 

13.726738 

1.00265 

.997357 

50 



20 

.075559 

13.234717 

.075776 

13.196888 

1.00287 

.997141 

40 



30 

.078459 

12.745495 

.078702 

12.706205 

1.00309 

.996917 

30 



40 

.081359 

12.291252 

.081629 

12.250505 

1.00333 

.996685 

20 



50 

.084258 

11.868370 

.084558 

11.826167 

1.00357 

.996444 

10 


6 

0 

.087156 

11.473713 

.087489 

11.430052 

1.00382 

.996195 

0 

85 


10 

.090053 

11.104549 

.090421 

11.059431 

1.00408 

.995937 

50 



20 

.092950 

10.758488 

.093354 

10.711913 

1.00435 

.995671 

40 



30 

.095846 

10.433431 

.096289 

10.385397 

1.00463 

.995396 

30 



40 

.098741 

10.127522 

.099226 

10.078031 

1.00491 

.995113 

20 



50 

.101635 

9.8391227 

.102164 

9.7881732 

1.00521 

.994822 

10 


6 

0 

.104528 

9.5667722 

.105104 

9.5143645 

1.00551 

.994522 

0 

84 


10 

.107421 

9.3091699 

.108046 

9.2553035 

1.00582 

.994214 

50 



20 

.110313 

9.0651512 

.110990 

9.0098261 

1.00614 

.993897 

40 

83 

O 

f 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

O 


For functions from 83°-40' to 90° read from bottom of table upward. 








































CAMBRIA STEEL. 467 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

6 

30 

.113203 

8.8336715 

.113936 

8.7768874 

1.00647 

.993572 

30 



40 

.116093 

8.6137901 

.116883 

8.5555468 

1.00681 

.993238 

20 



50 

.118982 

8.4045586 

.119833 

8.3449558 

1.00715 

.992896 

10 


7 

0 

.121869 

8.2055090 

.122785 

8.1443464 

1.00751 

.992546 

0 

83 


10 

.124756 

8.0156450 

.125738 

7.9530224 

1.00787 

.992187 

50 



20 

.127642 

7.8344335 

.128694 

7.7703506 

1.00825 

.991820 

40 



30 

.130526 

7.6612976 

.131653 

7.5957541 

1.00863 

.991445 

30 



40 

.133410 

7.4957100 

.134613 

7.4287064 

1.00902 

.991061 

20 



50 

.136292 

7.3371909 

.137576 

7.2687255 

1.00942 

.990669 

10 


8 

0 

.139173 

7.1852965 

.140541 

7.1153697 

1.00983 

.990268 

0 

82 


10 

.142053 

7.0396220 

.143508 

6.9682335 

1.01024 

.989859 

50 



20 

.144932 

6.8997942 

.146478 

6.8269437 

1.01067 

.989442 

40 



30 

.147809 

6.7654691 

.149451 

6.6911562 

1.01111 

.989016 

30 



40 

.150686 

6.6363293 

.152426 

6.5605538 

1.01155 

.988582 

20 



50 

.153561 

6.5120812 

.155404 

6.4348428 

1.01200 

.988139 

10 


9 

0 

.156434 

6.3924532 

.158384 

6.3137515 

1.01247 

.987688 

0 

81 


10 

.159307 

6.2771933 

.161368 

6.1970279 

1.01294 

.987229 

50 



20 

.162178 

6.1660674 

.164354 

6.0844381 

1.01342 

.986762 

40 



30 

.165048 

6.0588583 

.167343 

5.9757644 

1.01391 

.986286 

30 



40 

.167916 

5.9553625 

.170334 

5.8708042 

1.01440 

.985801 

20 



50 

.170783 

5.8553921 

.173329 

5.7693688 

1.01491 

.985309 

10 


10 

0 

.173648 

5.7587705 

.176327 

5.6712818 

1.01543 

.984808 

0 

80 


10 

.176512 

5.6653331 

.179328 

5.5763786 

1.01595 

.984298 

50 



20 

.179375 

5.5749258 

.182332 

5.4845052 

1.01649 

.983781 

40 



30 

.182236 

5.4874043 

.185339 

5.3955172 

1.01703 

.983255 

30 



40 

.185095 

5.4026333 

.188359 

5.3092793 

1.01758 

.982721 

20 



50 

.187953 

5.3204860 

.191363 

5.2256647 

1.01815 

.982178 

10 


11 

0 

.190809 

5.2408431 

.194380 

5.1445540 

1.01872 

.981627 

0 

79 


10 

.193664 

5.1635924 

.197401 

5.0658352 

1.01930 

.981068 

50 



20 

.196517 

5.0886284 

.200425 

4.9894027 

1.01989 

.980500 

40 



30 

.199368 

5.0158517 

.203452 

4.9151570 

1.02049 

.979925 

30 



40 

.202218 

4.9451687 

.206483 

4.8430045 

1.02110 

.979341 

20 



50 

.205065 

4.8764907 

.209518 

4.7728568 

1.02171 

.978748 

10 


12 

0 

.207912 

4.8097343 

212557 

4.7046301 

1.02234 

.978148 

0 

78 


10 

.210756 

4.7448206 

.215599 

4.6382457 

1.02298 

.977539 

50 



20 

.213599 

4.6816748 

.218645 

4.5736287 

1.02362 

.976921 

40 



30 

.216440 

4.6202263 

.221695 

4.5107085 

1.02428 

.976296 

30 



40 

.219279 

4.5604080 

.224748 

4.4494181 

1.02494 

.975662 

20 



50 

.222116 

4.5021565 

.227806 

4.3896940 

1.02562 

.975020 

10 

77 

O 

t 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

f 

O 


For functions from 77°-10 / to 83°-3(y rend from bottom of tnblc upwnrd. 
















































408 CAMBBIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

/ 

Sine. 

Cosecant. 

"Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

13 

0 

.224951 

4.4454115 

.230868 

4.3314759 

1.02630 

.974370 

0 

77 


10 

.227784 

4.3901158 

.233934 

4.2747066 

1.02700 

.973712 

50 



20 

.230616 

4.3362150 

.237004 

4.2193318 

1.02770 

.973045 

40 



30 

.233445 

4.2836576 

.240079 

4.1652998 

1.02842 

.972370 

30 



40 

.236273 

4.2323943 

.243158 

4.1125614 

1.02914 

.971687 

20 



50 

.239098 

4.1823785 

.246241 

4.0610700 

1.02987 

.970995 

10 


14 

0 

.241922 

4.1335655 

.249328 

4.0107809 

1.03061 

.970296 

0 

76 


10 

.244743 

4.0859130 

.252420 

3.9616518 

1.03137 

.969588 

50 



20 

.247563 

4.0393804 

.255517 

3.9136420 

1.03213 

.968872 

40 



30 

.250380 

3.9939292 

.258618 

3.8667131 

1.03290 

.968148 

30 



40 

.253195 

3.9495224 

.261723 

3.8208281 

1.03368 

.967415 

20 



50 

.256008 

3.9061250 

.264834 

3.7759519 

1.03447 

.966675 

10 


16 

0 

.258819 

3.8637033 

.267949 

3.7320508 

1.03528 

.965926 

0 

75 


10 

.261628 

3.8222251 

.271069 

3.6890927 

1.03609 

.965169 

50 



20 

.264434 

3.7816596 

.274195 

3.6470467 

1.03691 

.964404 

40 



30 

.267238 

3.7419775 

.277325 

3.6058835 

1.03774 

.963630 

30 



40 

.270040 

3.7031506 

.280460 

3.5655749 

1.03858 

.962849 

20 



50 

.272840 

3.6651518 

.283600 

3.5260938 

1.03944 

.962059 

10 


16 

0 

.275637 

3.6279553 

.286745 

3.4874144 

1.04030 

.961262 

0 

74 


10 

.278432 

3.5915363 

.289896 

3.4495120 

1.04117 

.960456 

50 



20 

.281225 

3.5558710 

.293052 

3.4123626 

1.04206 

.959642 

40 



30 

.284015 

3.5209365 

.296214 

3.3759434 

1.04295 

.958820 

30 



40 

.286803 

3.4867110 

.299380 

3.3402326 

1.04385 

.957990 

20 



50 

.289589 

3.4531735 

.302553 

3.3052091 

1.04477 

.957151 

10 


17 

0 

.292372 

3.4203036 

.305731 

3.2708526 

1.04569 

.956305 

0 

73 


10 

.295152 

3.3880820 

.308914 

3.2371438 

1.04663 

.955450 

50 



20 

.297930 

3.3564900 

.312104 

3.2040638 

1.04757 

.954588 

40 



30 

.300706 

3.3255095 

.315299 

3.1715948 

1.04853 

.953717 

30 



40 

.303479 

3.2951234 

.318500 

3.1397194 

1.04950 

.952838 

20 



50 

.306249 

3.2653149 

.321707 

3.1084210 

1.05047 

.951951 

10 


18 

0 

.309017 

3.2360680 

.324920 

3.0776835 

1.05146 

.951057 

0 

72 


10 

-.311782 

3.2073673 

.328139 

3.0474915 

1.05246 

.950154 

50 



20 

.314545 

3.1791978 

.331364 

3.0178301 

1.05347 

.949243 

40 



30 

.317305 

3.1515453 

.334595 

2.9886850 

1.05449 

.948324 

30 



40 

.320062 

3.1243959 

.337833 

2.9600422 

1.05552 

.947397 

20 



50 

.322816 

3.0977363 

.341077 

2.9318885 

1.05657 

.946462 

10 


19 

0 

.325568 

3.0715535 

.344328 

2.9042109 

1.05762 

.945519 

0 

71 


10 

.328317 

3.0458352 

.347585 

2.8769970 

1.05869 

.944568 

50 



20 

.331063 

3.0205693 

.350848 

2.8502349 

1.05976 

.943609 

40 

70 

O 

r 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

O 


For functions from 70°-40' to 77°-0' read from bottom of table upward. 






































CAMBRIA STEEL. 469< 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

! 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

19 

30 

.333807 

2.9957443 

.354119 

2.8239129 

1.06085 

.942641 

30 



40 

.336547 

2.9713490 

.357396 

2.7980198 

1.06195 

.941666 

20 



50 

.339285 

2.9473724 

.360680 

2.7725448 

1.06306 

.940684 

10 


20 

0 

.342020 

2.9238044 

.363970 

2.7474774 

1.06418 

.939693 

0 

70 


10 

.344752 

2.9006346 

.367268 

2.7228076 

1.06531 

.938694 

50 



20 

.347481 

2.8778532 

.370573 

2.6985254 

1.06645 

.937687 

40 



30 

.350207 

2.8554510 

.373885 

2.6746215 

1.06761 

.936672 

30 



40 

.352931 

2.8334185 

.377204 

2.6510867 

1.06878 

.935650 

20 



50 

.355651 

2.8117471 

.380530 

2.6279121 

1.06995 

.934619 

10 


21 

0 

.358368 

2.7904281 

.383864 

2.6050891 

1.07115 

.933580 

0 

69 


10 

.361082 

2.7694532 

.387205 

2.5826094 

1.07235 

.932534 

50 



20 

.363793 

2.7488144 

.390554 

2.5604649 

1.07356 

.931480 

40 



30 

.366501 

2.7285038 

.393911 

2.5386479 

1.07479 

.930418 

30 



40 

.369206 

2.7085139 

.397275 

2.5171507 

1.07602 

.929348 

20 



50 

.371908 

2.6888374 

.400647 

2.4959661 

1.07727 

.928270 

10 


22 

0 

.374607 

2.6694672 

.404026 

2.4750869 

1.07853 

.927184 

0 

68 


10 

.377302 

2.6503962 

.407414 

2.4545061 

1.07981 

.926090 

50 



20 

.379994 

2.6316180 

.410810 

2.4342172 

1.08109 

.924989 

40 



30 

.382683 

2.6131259 

.414214 

2.4142136 

1.08239 

.923880 

30 



40 

.385369 

2.5949137 

.417626 

2.3944889 

1.08370 

.922762 

20 



50 

.388052 

2.5769753 

.421046 

2.3750372 

1.08503 

.921638 

10 


23 

0 

.390731 

2.5593047 

.424475 

2.3558524 

1.08636 

.920505 

0 

67 


10 

.393407 

2.5418961 

.427912 

2.3369287 

1.08771 

.919364 

50 



20 

.396080 

2.5247440 

.431358 

2.3182606 

1.08907 

.918216 

40 



30 

.398749 

2.5078428 

.434812 

2.2998425 

1.09044 

.917060 

30 



40 

.401415 

2.4911874 

.438276 

2.2816693 

1.09183 

.915896 

20 



50 

.404078 

2.4747726 

.441748 

2.2637357 

1.09323 

.914725 

10 


24 

0 

.406737 

2.4585933 

.445229 

2-.2460368 

1.09464 

.913545 

0 

66 


10 

.409392 

2.4426448 

.448719 

2.2285676 

1.09606 

.912358 

50 



20 

.412045 

2.4269222 

.452218 

2.2113234 

1.09750 

.911164 

40 



30 

.414693 

2.4114210 

.455726 

2.1942997 

1.09895 

.909961 

30 



40 

.417338 

2.3961367 

.459244 

2.1774920 

1.10041 

.908751 

20 



50 

.419980 

2.3810650 

.462771 

2.1608958 

1.10189 

.907533 

10 


25 

0 

.422618 

2.3662016 

.466308 

2.1445069 

1.10338 

.906308 

0 

65 


10 

.425253 

2.3515424 

.469854 

2.1283213 

1.10488 

.905075 

50 



20 

.427884 

2-.337Q833 

.473410 

2.1123348 

1.10640 

.903834 

40 



30 

.430511 

2.3228205 

.476976 

2.0965436 

1.10793 

.902585 

30 



40 

.433135 

2.3087501 

.480551 

2.0809438 

1.10947 

.901329 

20 



50 

.435755 

2.2948685 

.484137 

2.0655318 

1.11103 

.900065 

10 

64 

O 

t 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

t 

O 


For functions from 64°-10' to 70°-30' read from bottom of table upward. 


-— 















































470 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

26 

0 

.438371 

2.2811720 

.487733 

2.0503038 

1.11260 

.898794 

0 

64 


10 

.440984 

2.2676571 

.491339 

2.0352565 

1.11419 

.897515 

50 



20 

.443593 

2.2543204 

.494955 

2.0203862 

1.11579 

.896229 

40 



30 

.446198 

2.2411585 

.498582 

2.0056897 

1.11740 

.894934 

30 



40 

.448799 

2.2281681 

.502219 

1.9911637 

1.11903 

.893633 

20 



50 

.451397 

2.2153460 

.505867 

1.9768050 

1.12067 

.892323 

10 


27 

0 

.453990 

2.2026893 

.509525 

1.9626105 

1.12233 

.891007 

0 

63 


10 

.456580 

2.1901947 

.513195 

1.9485772 

1.12400 

.889682 

50 



20 

.459166 

2.1778595 

.516876 

1.9347020 

1.12568 

.888350 

40 



30 

.461749 

2.1656806 

.520567 

1.9209821 

1.12738 

.887011 

30 



40 

.464327 

2.1536553 

.524270 

1.9074147 

1.12910 

.885664 

20 



50 

.466901 

2.1417808 

.527984 

1.8939971 

1.13083 

.884309 

10 


28 

0 

.469472 

2.1300545 

.531709 

1.8807265 

1.13257 

.882948 

0 

62 


10 

.472038 

2.1184737 

.535447 

1.8676003 

1.13433 

.881578 

50 



20 

.474600 

2.1070359 

.539195 

1.8546159 

1.13610 

.880201 

40 



30 

.477159 

2.0957385 

.542956 

1.8417708 

1.13789 

.878817 

30 



40 

.479713 

2.0845792 

.546728 

1.8290628 

1.13970 

.877425 

20 



50 

.482263 

2.0735556 

.550515 

1.8164892 

1.14152 

.876026 

10 


29 

0 

.484810 

2.0626653 

.554309 

1.8040478 

1.14335 

.874620 

0 

61 


10 

.487352 

2.0519061 

.558118 

1.7917362 

1.14521 

.873206 

50 



20 

.489890 

2.0412757 

.561939 

1.7795524 

1.14707 

.871784 

40 



30 

.492424 

2.0307720 

.565773 

1.7674940 

1.14896 

.870356 

30 



40 

.494953 

2.0203929 

.569619 

1.7555590 

1.15085 

.868920 

20 



50 

.497479 

2.0101362 

.573478 

1.7437453 

1.15277 

.867476 

10 


30 

0 

.500000 

2.0000000 

.577350 

1.7320508 

1.15470 

.866025 

0 

60 


10 

.502517 

1.9899822 

.581235 

1.7204736 

1.15665 

.864567 

50 



20 

.505030 

1.9800810 

.585134 

1.7090116 

1.15861 

.863102 

40 



30 

.507538 

1.9702944 

.589045 

1.6976631 

1.16059 

.861629 

30 



40 

.510043 

1.9606206 

.592970 

1.6864261 

1.16259 

.860149 

20 



50 

.512543 

1.9510577 

.596908 

1.6752988 

1.16460 

.858662 

10 


31 

0 

.515038 

1.9416040 

.600861 

1.6642795 

1.16663 

.857167 

0 

59 


10 

.517529 

1.9322578 

.604827 

1.6533663 

1.16868 

.855665 

50 



20 

.520016 

1.9230173 

.608807 

1.6425576 

1.17075 

.854156 

40 



30 

.522499 

1.9138809 

.612801 

1.6318517 

1.17283 

.852640 

30 



40 

.524977 

1.9048469 

.616809 

1.6212469 

1.17493 

.851117 

20 



50 

.527450 

1.8959138 

.620832 

1.6107417 

1.17704 

.849586 

10 


32 

0 

.529919 

1.8870799 

.624869 

1.6003345 

a 

1.17918 

.848048 

0 

58 


10 

.532384 

1.8783438 

.628921 

1.5900238 

1.18133 

.846503 

50 



20 

.534844 

1.8697040 

.632988 

1.5798079 

1.18350 

.844951 

40 

57 

O 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

t 

O 


For functions from 57°-40' to 64°-0' read from bottom of table upward. 













































CAMBRIA STEEL 


471 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

t 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

t 

o 

32 

30 

.537300 

1.8611590 

.637070 

1.5696856 

1.18569 

.843391 

30 



40 

.539751 

1.8527073 

.641167 

1.5596552 

1.18790 

.841825 

20 



50 

.542197 

1.8443476 

.645280 

1.5497155 

1.19012 

.840251 

10 


33 

0 

.544639 

1.8360785 

.649408 

1.5398650 

1.19236 

.838671 

0 

57 


10 

.547076 

1.8278985 

.653551 

1.5301025 

1.19463 

.837083 

50 



20 

.549509 

1.8198065 

.657710 

1.5204261 

1.19691 

.835488 

40 



30 

.551937 

1.8118010 

.661886 

1.5108352 

1.19920 

.833886 

30 



40 

.554360 

1.8038809 

.666077 

1.5013282 

1.20152 

.832277 

20 



50 

.556779 

1.7960449 

.670285 

1.4919039 

1.20386 

.830661 

10 


34 

0 

.559193 

1.7882916 

.674509 

1.4825610 

1.20622 

.829038 

0 

56 


10 

.561602 

1.7806201 

.678749 

1.4732983 

1.20859 

.827407 

50 



20 

.564007 

1.7730290 

.683007 

1.4641147 

1.21099 

.825770 

40 



30 

.566406 

1.7655173 

.687281 

1.4550090 

1.21341 

.824126 

30 



40 

.568801 

1.7580837 

.691573 

1.4459801 

1.21584 

.822475 

20 



50 

.571191 

1.7507273 

.695881 

1.4370268 

1.21830 

.820817 

10 


35 

0 

.573576 

1.7434468 

.700208 

1.4281480 

1.22077 

.819152 

0 

55 


10 

.575957 

1.7362413 

.704552 

1.4193427 

1.22327 

.817480 

50 



20 

.578332 

1.7291096 

.708913 

1.4106098 

1.22579 

.815801 

40 



30 

.580703 

1.7220508 

.713293 

1.4019483 

1.22833 

.814116 

30 



40 

.583069 

1.7150639 

.717691 

1.3933571 

1.23089 

.812423 

20 



50 

.585429 

1.7081478 

.722108 

1.3848355 

1.23347 

.810723 

10 


36 

0 

.587785 

1.7013016 

.726543 

1.3763810 

1.23607 

.809017 

0 

54 


10 

.590136 

1.6945244 

.730996 

1.3679959 

1.23869 

.807304 

50 



20 

.592482 

1.6878151 

.735469 

1.3596764 

1.24134 

.805584 

40 



30 

.594823 

1.6811730 

.739961 

1.3514224 

1.24400 

.803857 

30 



40 

.597159 

1.6745970 

.744472 

1.3432331 

1.24669 

.802123 

20 



50 

.599489 

1.6680864 

.749003 

1.3351075 

1.24940 

.800383 

10 


37 

0 

.601815 

1.6616401 

.753554 

1.3270448 

1.25214 

.798636 

0 

53 


10 

.604136 

1.6552575 

.758125 

1.3190441 

1.25489 

.796882 

50 



20 

.606451 

1.6489376 

.762716 

1.3111046 

1.25767 

.795121 

40 



30 

.608761 

1.6426796 

.767327 

1.3032254 

1.26047 

.793353 

30 



40 

.611067 

1.6364828 

.771959 

1.2954057 

1.26330 

.791579 

20 



50 

.613367 

1.6303462 

.776612 

1.2876447 

1.26615 

.789798 

10 


38 

0 

.615661 

1.6242692 

.781286 

1.2799416 

1.26902 

.788011 

0 

52 


10 

.617951 

1.6182510 

.785981 

1.2722957 

1.27191 

.786217 

50 



20 

.620235 

1.6122908 

.790698 

1.2647062 

1.27483 

.784416 

40 



30 

.622515 

1.6063879 

.795436 

1.2571723 

1.27773 

.782608 

30 



40 

.624789 

1.6005416 

.800196 

1.2496933 

1.28075 

.780794 

20 



50 

.627057 

1.5947511 

.804979 

1.2422685 

1.28374 

.778973 

10 

51 

O 

/ 

Cosine. 

Secant. 

Co’angent 

"angent. 

Cosecant 

Sine, 

/ 

o 


For functions from 51°-? O' to 57 0 -3(y read from bottom of table upward. 









































472 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

t 

o 

39 

0 

.629320 

1.5890157 

.809784 

1.2348972 

1.28676 

.777146 

0 

51 


10 

.631578 

1.5833318 

.814612 

1.2275786 

1.28980 

.775312 

50 



20 

.633831 

1.5777077 

.819463 

1.2203121 

1.29287 

.773472 

40 



30 

.636078 

1.5721337 

.824336 

1.2130970 

1.29597 

.771625 

30 



40 

.638320 

1.5666121 

.829234 

1.2059327 

1.29909 

.769771 

20 



50 

.640557 

1.5611424 

.834155 

1.1988184 

1.30223 

.767911 

10 


40 

0 

.642788 

1.5557238 

.839100 

1.1917536 

1.30541 

.766044 

0 

50 


10 

.645013 

1.5503558 

.844069 

1.1847376 

1.30861 

.764171 

50 



20 

.647233 

1.5450378 

.849062 

1.1777698 

1.31183 

.762292 

40 



30 

.649448 

1.5397690 

.854081 

1.1708496 

1.31509 

.760406 

30 



40 

.651657 

1.5345491 

• .859124 

1.1639763 

1.31837 

.758514 

20 



50 

.653861 

1.5293773 

.864193 

1.1571495 

1.32168 

.756615 

10 


41 

0 

.656059 

1.5242531 

.869287 

1.1503684 

1.32501 

.754710 

0 

49 


10 

.658252 

1.5191759 

.874407 

1.1436326 

1.32838 

.752798 

50 



20 

.660439 

1.5141452 

.879553 

1.1369414 

1.33177 

.750880 

40 



30 

.662620 

1.5091605 

.884725 

1.1302944 

1.33519 

.748956 

30 



40 

.664796 

1.5042211 

.889924 

1.1236909 

1.33864 

.747025 

20 



50 

.666966 

1.4993267 

.895151 

1.1171305 

1.34212 

.745088 

10 


42 

0 

.669131 

1.4944765 

.900404 

1.1106125 

1.34563 

.743145 

0 

48 


10 

.671289 

1.4896703 

.905685 

1.1041365 

1.34917 

.741195 

50 



20 

.673443 

1.4849073 

.910994 

1.0977020 

1.35274 

.739239 

40 



30 

.675590 

1.4801872 

.916331 

1.0913085 

1.35634 

.737277 

30 



40 

.677732 

1.4755095 

.921697 

1.0849554 

1.35997 

.735309 

20 



50 

.679868 

1.4708736 

.927091 

1.0786423 

1.36363 

.733335 

10 


43 

0 

.681998 

1.4662792 

.932515 

1.0723687 

1.36733 

.731354 

0 

47 


10 

.684123 

1.4617257 

.937968 

1.0661341 

1.37105 

.729367 

50 



20 

.686242 

1.4572127 

.943451 

1.0599381 

1.37481 

.727374 

40 



30 

.688355 

1.4527397 

.948965 

1.0537801 

1.37860 

.725374 

30 



40 

.690462 

1.4483063 

.954508 

1.0476598 

1.38242 

.723369 

20 



50 

.692563 

1.4439120 

.960083 

1.0415767 

1.38628 

.721357 

10 


44 

0 

.694658 

1.4395565 

.965689 

1.0355303 

1.39016 

.719340 

0 

46 


10 

.696748 

1.4352393 

.971326 

1.0295203 

1.39409 

.717316 

50 



20 

.698832 

1.4309602 

.976996 

1.0235461 

1.39804 

.715286 

40 



30 

.700909 

1.4267182 

.982697 

1.0176074 

1.40203 

.713251 

30 



40 

.702981 

1.4225134 

.988432 

1.0117088 

1.40606 

.711209 

20 



50 

.705047 

1.4183454 

.994199 

1.0058348 

1.41012 

.709161 

10 


45 

0 

.707107 

1.4142136 

1.000000 

1.0000000 

1.41421 

.707107 

0 

45 

o 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

O 


For functions from 45°-0' to 51°-0' read from bottom of table upward. 










































CAMBRIA STEEL. 473 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. ' 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

1 

1 

1 

1.0000000 

1.0000000 

1.000000000 

2 

4 

8 

1.4142136 

1.2599210 

.500000000 

3 

9 

27 

1.7320508 

1.4422496 

.333333333 

4 

16 

64 

2.0000000 

1.5874011 

.250000000 

5 

25 

125 

2.2360680 

1.7099759 

.200000000 

6 

36 

216 

2.4494897 

1.8171206 

.166666667 

7 

49 

343 

2.6457513 

1.9129312 

.142857143 

8 

64 

512 

2.8284271 

2.0000000 

.125000000 

9 

81 

729 

3.0000000 

2.0800837 

.111111111 

10 

100 

1000 

3.1622777 

2.1544347 

.100000000 

11 

121 

1331 

3.3166248 

2.2239801 

.090909091 

12 

144 

1728 

3.4641016 

2.2894286 

.083333333 

13 

169 

2197 

3.6055513 

2.3513347 

.076923077 

14 

196 

2744 

3.7416574 

2.4101422 

.071428571 

15 

225 

3375 

3.8729833 

2.4662121 

.066666667 

16 

256 

4096 

4.0000000 

2.5198421 

.062500000 

17 

289 

4913 

4.1231056 

2.5712816 

.058823529 

18 

324 

5832 

4.2426407 

2.6207414 

.055555556 

19 

361 

6859 

4.3588989 

2.6684016 

.052631579 

20 

400 

8000 

4.4721360 

2.7144177 

.050000000 

21 

441 

9261 

4.5825757 

2.7589243 

.047619048 

22 

484 

10648 

4.6904158 

2.8020393 

.045454545 

23 

529 

12167 

4.7958315 

2.8438670 

.043478261 

24 

576 

13824 

4.8989795 

2.8844991 

.041666667 

25 

625 

15625 

5.0000000 

2.9240177 

.040000000 

26 

676 

17576 

5.0990195 

2.9624960 

.038461538 

27 

729 

19683 

5.1961524 

3.0000000 

.037037037 

28 

784 

21952 

5.2915026 

3.0365889 

.035714286 

29 

841 

24389 

5.3851648 

3.0723168 

.034482759 

30 

900 

27000 

5.4772256 

3.1072325 

.033333333 

31 

961 

29791 

5.5677644 

3.1413806 

.032258065 

32 

1024 

32768 

5.6568542 

3.1748021 

.031250000 

33 

1089 ’ 

35937 

5.7445626 

3.2075343 

.030303030 

34 

1156 

39304 

5.8309519 

3.2396118 

.029411765 

35 

1225 

42875 

5.9160798 

3.2710663 

.028571429 

36 

1296 

46656 

6.0000000 

3.3019272 

.027777778 

37 

1369 

50653 

6.0827625 

3.3322218 

.027027027 

38 

1444 

54872 

6.1644140 

3.3619754 

.026315789 

39 

1521 

59319 

6.2449980 

3.3912114 

.025641026 

40 

1600 

64000 

6.3245553 

3.4199519 

.025000000 

41 

1681 

68921 

6.4031242 

3.4482172 

.024390244 

42 

1764 

74088 

6.4807407 

3.4760266 

.023809524 

43 

1849 

79507 

6.5574385 

3.5033981 

023255814 

44 

1936 

85184 

6.6332496 

3.5303483 

.022727273 

45 

2025 

91125 

6.7082039 

3.5568933 

.022222222 

46 

2116 

97336 

6.7823300 

3.5830479 

.021739130 

47 

2209 

103823 

6.8556546 

3.6088261 

.021276596 

48 

2304 

110592 

6.9282032 

3.6342411 

.020833333 

49 

2401 

117649 

70000000 

3.6593057 

.020408163 

50 

2500 

125000 

7.0710678 

3.6840314 

.020000000 

51 

2601 

132651 

7.1414284 

3.7084298 

.019607843 

52 

2704 

140608 

7.2111026 

3.7325111 

.019230769 

53 

2809 

148877 

7.2801099 

3.7562858 

.018867925 

54 

2916 

157464 

7.3484692 

3.7797631 

.018518519 

55 

3025 

166375 

7.4161985 

3.8029525 

.018181818 

56 

3136 

175616 

7.4833148 

3.8258624 

.017857143 

57 

3249 

185193 

7.5498344 

3.8485011 

.017543860 

58 

3364 

195112 

7.6157731 

3.8708766 

.017241379 

59 

3481 

205379 

7.6811457 

3.8929965 

.016949153 
























474 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

60 

3600 

216000 

7.7459667 

3.9148676 

.016666667 

61 

3721 

226981 

7.8102497 

3.9364972 

.016393443 

62 

3844 

238328 

7.8740079 

3.9578915 

.016129032 

63 

3969 

250047 

7.9372539 

3.9790571 

.015873016 

64 

4096 

262144 

8.0000000 

4.0000000 

.015625000 

65 

4225 

274625 

8.0622577 

4.0207256 

.015384615 

66 

4356 

287496 

8.1240384 

4.0412401 

.015151515 

67 

4489 

300763 

8.1853528 

4.0615480 

.014925373 

68 

4624 

314432 

8.2462113 

4.0816551 

.014705882 

69 

4761 

328509 

8.3066239 

4.1015661 

.014492754 

70 

4900 

343000 

8.3666003 

4.1212853 

.014285714 

71 

5041 

357911 

8.4261498 

4.1408178 

.014084507 

72 

5184 

373248 

8.4852814 

4.1601676 

.013888889 

73 

5329 

389017 

8.5440037 

4.1793390 

.013698630 

74 

5476 

405224 

8.6023253 

4.1983364 

.013513514 

75 

5625 

421875 

8.6602540 

4.2171633 

.013333333 

76 

5776 

438976 

8.7177979 

4.2358236 

.013157895 

77 

5929 

456533 

8.7749644 

4.2543210 

.012987013 

78 

6084 

474552 

8.8317609 

4.2726586 

.012820513 

79 

6241 

493039 

8.8881944 

4.2908404 

.012658228 

80 

6400 

512000 

8.9442719 

4.3088695 

.012500000 

81 

6561 

531441 

9.0000000 

4.3267487 

.012345679 

82 

6724 

551368 

9.0553851 

4.3444815 

.012195122 

83 

6889 

571787 

9.1104336 

4.3620707 

.012048193 

84 

7056 

592704 

9.1651514 

4.3795191 

.011904762 

85 

7225 

614125 

9.2195445 

4.3968296 

.011764706 

86 

7396 

636056 

9.2736185 

4.4140049 

.011627907 

87 

7569 

658503 

9.3273791 

4.4310476 

.011494253 

88 

7744 

681472 

9.3808315 

4.4479602 

.011363636 

89 

7921 

704969 

9.4339811 

4.4647451 

.011235955 

90 

8100 

729000 

9.4868330 

4.4814047 

.011111111 

91 

8281 

753571 

9.5393920 

4.4979414 

.010989011 

92 

8464 

778688 

9.5916630 

4 5143574 

.010869565 

93 

8649 

804357 

9.6436508 

4.5306549 

.010752688 

94 

8836 

830584 

9.6953597 

4.5468359 

.010638298 

95 

9025 

857375 

9.7467943 

4.5629026 

.010526316 

96 

9216 

884736 

9.7979590 

4.5788570 

.010416667 

97 

9409 

912673 

9.8488578 

4.5947009 

.010309278 

98 

9604 

941192 

9.8994949 

4.6104363 

.010204082 

99 

9801 

970299 

9.9498744 

4.6260650 

.010101010 

100 

10000 

1000000 

10.0000000 

4.6415888 

.010000000 

101 

10201 

1030301 

10.0498756 

4.6570095 

.009900990 

102 

10404 

1061208 

10.0995049 

4.6723287 

.009803922 

103 

10609 

1092727 

10.1488916 

4.6875482 

.009708738 

104 

10816 

1124864 

10.1980390 

4.7026694 

.009615385 

105 

11025 

1157625 

10.2469508 

4.7176940 

.009523810 

106 

11236 

1191016 

10.2956301 

4.7326235 

.009433962 

107 

11449 

1225043 

10.3440804 

4.7474594 

.009345794 

108 

11664 

1259712 

10.3923048 

4.7622032 

.009259259 

109 

11881 

1295029 

10.4403065 

4.7768562 

.009174312 

110 

12100 

1331000 

10.4880885 

4.7914199 

.009090909 

111 

12321 

1367631 

10.5356538 

4.8)58955 

.009009009 

112 

12544 

1404928 

10.5830052 

4.8202845 

.008928571 

113 

12769 

1442897 

10.6301458 

4.8345881 

.008849558 

114 

12996 

1481544 

10.6770783 

4.8488076 

.008771930 

115 

13225 

1520875 

10.7238053 

4.8629442 

.008695652 

116 

13456 

1560896 

10.7703296 

4.8769990 

.008620690 

117 

13689 

1601613 

10.8166538 

4.8909732 

.008547009 

118 

13924 

1643032 

10.8627805 

4.9048681 

.008474576 

119 

14161 

1685159 

10.9087121 

4.9186847 

.008403361 




















CAMBRIA STEEL. 475 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

120 

14400 

1728000 

10.9544512 

4.9324242 

.008333333 

121 

14641 

1771561 

11.0000000 

4.9460874 

.008264463 

122 

14884 

1815848 

11.0453610 

4.9596757 

.008196721 

123 

15129 

1860867 

11.0905365 

4.9731898 

.008130081 

124 

15376 

1906624 

11.1355287 

4.9866310 

.008064516 

125 

15625 

1953125 

11.1803399 

5.0000000 

.008000000 

126 

15876 

2000376 

11.2249722 

5.0132979 

.007936508 

127 

16129 

2048383 

11.2694277 

5.0265257 

.007874016 

128 

16384 

2097152 

11.3137085 

5.0396842 

.007812500 

129 

16641 

2146689 

11.3578167 

5.0527743 

.007751938 

130 

16900 

2197000 

11.4017543 

5.0657970 

.007692308 

131 

17161 

2248091 

11.4455231 

5.0787531 

.007633588 

132 

17424 

2299968 

11.4891253 

5.0916434 

.007575758 

133 

17689 

2352637 

11.5325626 

5.1044687 

.007518797 

134 

17956 

2406104 

11.5758369 

5.1172299 

.007462687 

135 

18225 

2460375 

11.6189500 

5.1299278 

.007407407 

136 

18496 

2515456 

11.6619038 

5.1425632 

.007352941 

137 

18769 

2571353 

11.7046999 

5.1551367 

.007299270 

138 

19044 

2628072 

11.7473401 

5.1676493 

.007246377 

139 

19321 

2685619 

11.7898261 

5.1801015 

.007194245 

140 

19600 

2744000 

11.8321596 

5.1924941 

.007142857 

141 

19881 

2803221 

11.8743421 

5.2048279 

.007092199 

142 

20164 

2863288 

11.9163753 

5.2171034 

.007042254 

143 

20449 

2924207 

11.9582607 

5.2293215 

.006993007 

144 

20736 

2985984 

12.0000000 

5.2414828 

.006944444 

145 

21025 

3048625 

12.0415946 

5.2535879 

.006896552 

146 

21316 

3112136 

12.0830460 

5.2656374 

.006849315 

147 

21609 

3176523 

12.1243557 

5.2776321 

.006802721 

148 

21904 

3241792 

12.1655251 

5.2895725 

.006756757 

149 

22201 

3307949 

12.2065556 

5.3014592 

.006711409 

150 

22500 

3375000 

12.2474487 

5.3132928 

.006666667 

151 

22801 

3442951 

12.2882057 

5.3250740 

.006622517 

152 

23104 

3511808 

12.3288280 

5.3368033 

.006578947 

153 

23409 

3581577 

12.3693169 

5 3484812 

.006535948 

154 

23716 

3652264 

12.4096736 

5.3601084 

.006493506 

155 

24025 

3723875 

12.4498996 

5.3716854 

.006451613 

156 

24336 

3796416 

12.4899960 

5.3832126 

.006410256 

157 

24649 

3869893 

12.5299641 

5.3946907 

.006369427 

158 

24964 

3944312 

12.5698051 

5.4061202 

.006329114 

159 

25281 

4019679 

12.6095202 

5.4175015 

.006289308 

160 

25600 

4096000 

12.6491106 

5.4288352 

.006250000 

161 

25921 

4173281 

12.6885775 

5.4401218 

.006211180 

162 

26244 

4251528 

12.7279221 

5.4513618 

.006172840 

163 

26569 

4330747 

12.7671453 

5.4625556 

.006134969 

164 

26896 

4410944 

12.8062485 

5.4737037 

.006097561 

165 

27225 

4492125 

12.8452326 

5.4848066 

.006060606 

166 

27556 

4574296 

12.8840987 

5.4958647 

.006024096 

167 

27889 

4657463 

12.9228480 

5.5068784 

.005988024 

168 

28224 

4741632 

12.9614814 

5.5178484 

.005952381 

169 

28561 

4826809 

13.0000000 

5.5287748 

.005917160 

170 

28900 

4913000 

13.0384048 

5.5396583 

.005882353 

171 

29241 

5000211 

13.0766968 

5.5504991 

.005847953 

172 

29584 

5088448 

13.1148770 

5.5612978 

.005813953 

173 

29929 

5177717 

13.1529464 

5.5720546 

.005780347 

174 

30276 

5268024 

13.1909060 

5.5827702 

.005747126 

175 

30625 

5359375 

13.2287566 

5.5934447 

.005714286 

176 

30976 

5451776 

13.2664992 

5.6040787 

.005681818 

177 

31329 

5545233 

13.3041347 

5.6146724 

.005649718 

178 

31684 

5639752 

13.3416641 

5.6252263 

.005617978 

179 

32041 

5735339 

13.3790882 

5.6357408 

.005586592 































476 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

180 

32400 

5832000 

13.4164079 

5.6462162 

.005555556 

181 

32761 

5929741 

13.4536240 

5.6566528 

.005524862 

182 

33124 

6028568 

13.4907376 

5.6670511 

.005494505 

183 

33489 

6128487 

13.5277493 

5.6774114 

.005464481 

184 

33856 

6229504 

13.5646600 

5.6877340 

.005434783 

185 

34225 

6331625 

13.6014705 

5.6980192 

.005405405 

186 

34596 

6434856 

13.6381817 

5.7082675 

.005376344 

187 

34969 

6539203 

13.6747943 

5.7184791 

.005347594 

188 

35344 

6644672 

13.7113092 

5.7286543 

.005319149 

189 

35721 

6751269 

13.7477271 

5.7387936 

.005291005 

190 

36100 

6859000 

13.7840488 

5.7488971 

.005263158 

191 

36481 

6967871 

13.8202750 

5.7589652 

.005235602 

192 

36864 

7077888 

13.8564065 

5.7689982 

.005208333 

193 

37249 

7189057 

13.8924440 

5.7789966 

.005181347 

194 

37636 

7301384 

13.9283883 

5.7889604 

.005154639 

195 

38025 

7414875 

13.9642400 

5.7988900 

.005128205 

196 

38416 

7529536 

14.0000000 

5.8087857 

.005102041 

197 

38809 

7645373 

14.0356688 

5.8186479 

.005076142 

198 

39204 

7762392 

14.0712473 

5.8284767 

.005050505 

199 

39601 

7880599 

14.1067360 

5.8382725 

.005025126 

200 

40000 

8000000 

14.1421356 

5.8480355 

.005000000 

201 

40401 

8120601 

14.1774469 

5.8577660 

.004975124 

202 

40804 

8242408 

14.2126704 

5.8674643 

.004950495 

203 

41209 

8365427 

14.2478068 

5.8771307 

.004926108 

204 

41616 

8489664 

14.2828569 

5.8867653 

.004901961 

205 

42025 

8615125 

14.3178211 

5.8963685 

.004878049 

206 

42436 

8741816 

14.3527001 

5.9059406 

.004854369 

207 

42849 

8869743 

14.3874946 

5.9154817 

.004830918 

208 

43264 

8998912 

14.4222051 

5.9249921 

.004807692 

209 

43681 

9129329 

14.4568323 

5.9344721 

.004784689 

210 

44100 

9261000 

14.4913767 

5.9439220 

.004761905 

211 

44521 

9393931 

14.5258390 

5.9533418 

.004739336 

212 

44944 

9528128 

14.5602198 

5.9627320 

.004716981 

213 

45369 

9663597 

14.5945195 

5.9720926 

.004694836 

214 

45796 

9800344 

14.6287388 

5.9814240 

.004672897 

215 

46225 

9938375 

14.6628783 

5.9907264 

.004651163 

216 

46656 

10077696 

14.6969385 

6.0000000 

.004629630 

217 

47089 

10218313 

14.7309199 

6.0092450 

.004608295 

218 

47524 

10360232 

14.7648231 

6.0184617 

.004587156 

219 

47961 

10503459 

14.7986486 

6.0276502 

.004566210 

220 

48400 

10648000 

14.8323970 

6.0368107 

.004545455 

221 

48841 

10793861 

14.8660687 

6.0459435 

.004524887 

222 

49284 

10941048 

14.8996644 

6.0550489 

.004504505 

223 

49729 

11089567 

14.9331845 

6.0641270 

.004484305 

224 

50176 

11239424 

14.9666295 

6.0731779 

.004464286 

225 

50625 

11390625 

15.0000000 

6.0822020 

.004444444 

226 

51076 

11543176 

15.0332964 

6.0911994 

.004424779 

227 

51529 

11697083 

15.0665192 

6.1001702 

.004405286 

228 

51984 

11852352 

15.0996689 

6.1091147 

.004385965 

229 

52441 

12008989 

15.1327460 

6.1180332 

.004366812 

230 

52900 

12167000 

15.1657509 

6.1269257 

.004347826 

231 

53361 

12326391 

15.1986842 

6.1357924 

.004329004 

232 

53824 

12487168 

15.2315462 

6.1446337 

.004310345 

233 

54289 

12649337 

15.2643375 

6.1534495 

.004291845 

234 

54756 

12812904 

15.2970585 

6.1622401 

.004273504 

235 

55225 

12977875 

15.3297097 

6.1710058 

.004255319 

236 

55696 

13144256 

15.3622915 

6.1797466 

.004237288 

237 

56169 

13312053 

15.3948043 

6.1884628 

.004219409 

238 

56644 

13481272 

15.4272486 

6.1971544 

.004201681 

239 

57121 

13651919 

15.4596248 

6.2058218 

.004184100 




















CAMBRIA STEEL. 477 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

240 

57600 

13824000 

15.4919334 

6.2144650 

.004166667 

241 

58081 

13997521 

15.5241747 

6.2230843 

.004149378 

242 

58564 

14172488 

15.5563492 

6.2316797 

.004132231 

243 

59049 

14348907 

15.5884573 

6.2402515 

.004115226 

244 

59536 

14526784 

15.6204994 

6.2487998 

.004098361 

245 

60025 

14706125 

15.6524758 

6.2573248 

.004081633 

246 

60516 

14886936 

15.6843871 

6.2658266 

.004065041 

247 

61009 

15069223 

15.7162336 

6.2743054 

.004048583 

248 

61504 

15252992 

15.7480157 

6.2827613 

.004032258 

249 

62001 

15438249 

15.7797338 

6.2911946 

004016064 

250 

62500 

15625000 

15.8113883 

6.2996053 

.004000000 

251 

63001 

15813251 

15.8429795 

6.3079935 

.003984064 

252 

63504 

16003008 

15.8745079 

6.3163596 

.003968254 

253 

64009 

16194277 

15.9059737 

6.3247035 

.003952569 

254 

64516 

16387064 

15.9373775 

6.3330256 

.003937008 

255 

65025 

16581375 

15.9687194 

6.3413257 

.003921569 

256 

65536 

16777216 

16.0000000 

6.3496042 

.003906250 

257 

66049 

16974593 

16.0312195 

6.3578611 

.003891051 

258 

66564 

17173512 

16.0623784 

6.3660968 

.003875969 

259 

67081 

17373979 

16.0934769 

6.3743111 

.003861004 

260 

67600 

17576000 

16.1245155 

6.3825043 

.003846154 

261 

68121 

17779581 

16.1554944 

6.3906765 

.003831418 

262 

68644 

17984728 

16.1864141 

6.3988279 

.003816794 

263 

69169 

18191447 

16.2172747 

6.4069585 

.003802281 

264 

69696 

18399744 

16.2480768 

6.4150687 

.003787879 

265 

70225 

18609625 

16.2788206 

6.4231583 

.003773585 

266 

70756 

18821096 

16.3095064 

6.4312276 

.003759398 

267 

71289 

19034163 

16.3401346 

6.4392767 

.003745318 

268 

71824 

19248832 

16.3707055 

6.4473057 

.003731343 

269 

72361 

19465109 

16.4012195 

6.4553148 

.003717472 

270 

72900 

19683000 

16.4316767 

6.4633041 

.003703704 

271 

73441 

19902511 

16.4620776 

6.4712736 

.003690037 

272 

73984 

20123648 

16.4924225 

6.4792236 

.003676471 

273 

74529 

20346417 

16.5227116 

6.4871541 

.003663004 

274 

75076 

20570824 

16.5529454 

6.4950653 

.003649635 

275 

75625 

20796875 

16.5831240 

6.5029572 

.003636364 

276 

76176 

21024576 

16.6132477 

6.5108300 

.003623188 

277 

76729 

21253933 

16.6433170 

6.5186839 

.003610108 

278 

77284 

21484952 

16.6733320 

6.5265189 

.003597122 

279 

77841 

21717639 

16.7032931 

6.5343351 

.003584229 

280 

78400 

21952000 

16.7332005 

6.5421326 

.003571429 

281 

78961 

22188041 

16.7630546 

6.5499116 

003558719 

282 

79524 

22425768 

16.7928556 

6.5576722 

.003546099 

283 

80089 

22665187 

16.8226038 

6.5654144 

003533569 

284 

80656 

22906304 

16.8522995 

6.5731385 

.003521127 

285 

81225 

23149125 

16.8819430 

6.5808443 

.003508772 

286 

81796 

23393656 

16.9115345 

6.5885323 

.003496503 

287 

82369 

23639903 

16.9410743 

6.5962023 

.003484321 

288 

82944 

23887872 

16.9705627 

6.6038545 

.003472222 

289 

83521 

24137569 

17.0000000 

6.6114890 

.003460208 

290 

84100 

24389000 

17.0293864 

6.6191060 

.003448276 

291 

84681 

24642171 

17.0587221 

6.6267054 

.003436426 

292 

85264 

24897088 

17.0880075 

6.6342874 

.003424658 

293 

85849 

25153757 

17.1172428 

6.6418522 

.003412969 

294 

86436 

25412184 

17.1464282 

6.6493998 

.003401361 

295 

87025 

25672375 

17.1755640 

6.6569302 

.003389831 

296 

87616 

25934336 

17.2046505 

6.6644437 

.003378378 

297 

88209 

26198073 

17.2336879 

6.6719403 

.003367003 

298 

88804 

26463592 

17.2626765 

6.6794200 

.003355705 

299 

89401 

26730899 

17.2916165 

6.6868831 

.003344482 






















478 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

300 

90000 

27000000 

17.3205081 

6.6943295 

.003333333 

301 

90601 

27270901 

17.3493516 

6.7017593 

.003322259 

302 

91204 

27543608 

17.3781472 

6.7091729 

.003311258 

303 

91809 

27818127 

17.4068952 

6.7165700 

.003300330 

304 

92416 

28094464 

17.4355958 

6.7239508 

.003289474 

305 

93025 

28372625 

17.4642492 

6.7313155 

.003278689 

306 

93636 

28652616 

17.4928557 

6.7386641 

.003267974 

307 

94249 

28934443 

17.5214155 

6.7459967 

.003257329 

308 

94864 

29218112 

17.5499288 

6.7533134 

.003246753 

309 

95481 

29503629 

17.5783958 

6.7606143 

.003236246 

310 

96100 

29791000 

17.6068169 

6.7678995 

.003225806 

311 

96721 

30080231 

17.6351921 

6.7751690 

.003215434 

312 

97344 

30371328 

17.6635217 

6.7824229 

.003205128 

313 

97969 

30664297 

17.6918060 

6.7896613 

.003194888 

314 

98596 

30959144 

17.7200451 

6.7968844 

.003184713 

315 

99225 

31255875 

17.7482393 

6.8040921 

.003174603 

316 

99856 

31554496 

17.7763888 

6.8112847 

.003164557 

317 

100489 

31855013 

17.8044938 

6.8184620 

.003154574 

318 

101124 

32157432 

17.8325545 

6.8256242 

.003144654 

319 

101761 

32461759 

17.8605711 

6.8327714 

.003134796 

320 

102400 

32768000 

17.8885438 

6.8399037 

.003125000 

321 

103041 

33076161 

17.9164729 

6.8470213 

.003115265 

322 

103684 

33386248 

17.9443584 

6.8541240 

.003105590 

323 

104329 

33698267 

17.9722008 

6.8612120 

.003095975 

324 

104976 

34012224 

18.0000000 

6.8682855 

.003086420 

325 

105625 

34328125 

18.0277564 

6.8753443 

.003076923 

326 

106276 

34645976 

18.0554701 

6.8823888 

.003067485 

327 

106929 

34965783 

18.0831413 

6.8894188 

.003058104 

328 

107584 

35287552 

18.1107703 

6.8964345 

.003048780 

329 

108241 

35611289 

18.1383571 

6.9034359 

.003039514 

330 

108900 

35937000 

18.1659021 

6.9104232 

.003030303 

331 

109561 

36264691 

18.1934054 

6.9173964 

.003021148 

332 

110224 

36594368 

18.2208672 

6.9243556 

.003012048 

333 

110889 

36926037 

18.2482876 

6.9313008 

.003003003 

334 

111556 

37259704 

18.2756669 

6.9382321 

.002994012 

335 

112225 

37595375 

18.3030052 

6.9451496 

.002985075 

336 

112896 

37933056 

18.3303028 

6.9520533 

.002976190 

337 

113569 

38272753 

18.3575598 

6.9589434 

.002967359 

338 

114244 

38614472 

18.3847763 

6.9658198 

.002958580 

339 

114921 

38958219 

18.4119526 

6.9726826 

.002949853 

340 

115600 

39304000 

18.4390889 

6.9795321 

.002941176 

341 

116281 

39651821 

18.4661853 

6.9863681 

.002932551 

342 

116964 

40001688 

18.4932420 

6.9931906 

.002923977 

343 

117649 

40353607 

18.5202592 

7.0000000 

.002915452 

344 

118336 

40707584 

18.5472370 

7.0067962 

.002906977 

345 

119025 

41063625 

18.5741756 

7.0135791 

.002898551 

346 

119716 

41421736 

18.6010752 

7.0203490 

.002890173 

347 

120409 

41781923 

18.6279360 

7.0271058 

.002881844 

348 

121104 

42144192 

18.6547581 

7.0338497 

.002873563 

349 

121801 

42508549 

18.6815417 

7.0405806 

.002865330 

350 

122500 

42875000 

18.7082869 

7.0472987 

.002857143 

351 

123201 

. 43243551 

18.7349940 

7.0540041 

.002849003 

352 

123904 

43614208 

18.7616630 

7.0606967 

.002840909 

353 

124609 

43986977 

18.7882942 

7.0673767 

.002832861 

354 

125316 

44361864 

18.8148877 

7.0740440 

.002824859 

355 

126025 

44738875 

18.8414437 

7.0806988 

.002816901 

356 

126736 

45118016 

18.8679623 

7.0873411 

.002808989 

357 

127449 

45499293 

18.8944436 

7.0939709 

.002801120 

358 

128164 

45882712 

18.9208879 

7.1005885 

.002793296 

359 

128881 

46268279 

18.9472953 

7.1071937 

.002785515 





















CAMBRIA STEEL. 479 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

360 

129600 

46656000 

18.9736660 

7.1137866 

.002777778 

361 

130321 

47045881 

19.0000000 

7.1203674 

.002770083 

362 

131044 

47437928 

19.0262976 

7.1269360 

.002762431 

363 

131769 

47832147 

19.0525589 

7.1334925 

.002754821 

364 

132496 

48228544 

19.0787840 

7.1400370 

.002747253 

365 

133225 

48627125 

19.1049732 

7.1465695 

.002739726 

366 

133956 

49027896 

19.1311265 

7.1530901 

.002732240 

367 

134689 

49430863 

19.1572441 

7.1595988 

.002724796 

368 

135424 

49836032 

19.1833261 

7.1660957 

.002717391 

369 

136161 

50243409 

19.2093727 

7.1725809 

.002710027 

370 

136900 

50653000 

19.2353841 

7.1790544 

.002702703 

371 

137641 

51064811 

19.2613603 

7.1855162 

.002695418 

372 

138384 

51478848 

19.2873015 

7.1919663 

.002688172 

373 

139129 

51895117 

19.3132079 

7.1984050 

.002680965 

374 

139876 

52313624 

19.3390796 

7.2048322 

.002673797 

375 

140625 

52734375 

19.3649167 

7.2112479 

.002666667 

376 

141376 

53157376 

19.3907194 

7.2176522 

.002659574 

377 

142129 

53582633 

19.4164878 

7.2240450 

.002652520 

378 

142884 

54010152 

19.4422221 

7.2304268 

.002645503 

379 

143641 

54439939 

19.4679223 

7.2367972 

.002638522 

380 

144400 

54872000 

19.4935887 

7.2431565 

.002631579 

381 

145161 

55306341 

19.5192213 

, 7.2495045 

.002624672 

382 

145924 

55742968 

19.5448203 

7.2558415 

.002617801 

383 

146689 

56181887 

19.5703858 

7.2621675 

.002610966 

384 

147456 

56623104 

19.5959179 

7.2684824 

.002604167 

385 

148225 

57066625 

19.6214169 

7.2747864 

.002597403 

386 

148996 

57512456 

19.6468827 

7.2810794 

.002590674 

387 

149769 

57960603 

19.6723156 

7 2873617 

.002583979 

388 

150544 

58411072 

19.6977156 

7.2936330 

.002577320 

389 

151321 

58863869 

19.7230829 

7.2998936 

.002570694 

390 

152100 

59319000 

19.7484177 

7.3061436 

.002564103 

391 

152881 

59776471 

19.7737199 

7.3123828 

.002557545 

392 

153664 

60236288 

19.7989899 

7.3186114 

.002551020 

393 

154449 

60698457 

19.8242276 

7.3248295 

.002544529 

394 

155236 

61162984 

19.8494332 

7.3310369 

.002538071 

395 

156025 

61629875 

19.8746069 

7.3372339 

.002531646 

396 

156816 

62099136 

19.8997487 

7.3434205 

.002525253 

397 

157609 

62570773 

19.9248588 

7.3495966 

002518892 

398 

158404 

63044792 

19.9499373 

7.3557624 

.002512563 

399 

159201 

63521199 

19.9749844 

7.3619178 

.002506266 

400 

160000 

64000000 

20.0000000 

7.3680630 

.002500000 

401 

160801 

64481201 

20.0249844 

7.3741979 

.002493766 

402 

161604 

64964808 

20.0499377 

7.3803227 

.002487562 

403 

162409 

65450827 

20.0748599 

7.3864373 

.002481390 

404 

163216 

65939264 

20.0997512 

7.3925418 

.002475248 

405 

164025 

66430125 

20.1246118 

7.3986363 

.002469136 

406 

164836 

66923416 

20.1494417 

7.4047206 

.002463054 

407 

165649 

67419143 

20.1742410 

7.4107950 

.002457002 

408 

166464 

67917312 

20.1990099 

7.4168595 

.002450980 

409 

167281 

68417929 

20.2237484 

7.4229142 

.002444988 

410 

168100 

68921000 

20.2484567 

7.4289589 

.002439024 

411 

' 168921 

69426531 

20.2731349 

7.4349938 

.002433090 

412 

169744 

69934528 

20.2977831 

7.4410189 

.002427184 

413 

170569 

70444997 

20.3224014 

7.4470342 

.002421308 

414 

• 171396 

70957944 

20.3469899 

7.4530399 

.002415459 

415 

172225 

71473375 

20.3715488 

7.4590359 

.002409639 

416 

173056 

71991296 

20.3960781 

7.4650223 

.002403846 

417 

173889 

72511713 

20.4205779 

7.4709991 

.002398082 

418 

174724 

73034632 

20.4450483 

7.4769664 

.002392344 

419 

175561 

73560059 

20.4694895 

| 7.4829242 

.002386635 






















480 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

420 

176400 

74088000 

20.4939015 

7.4888724 

.002380952 

421 

177241 

74618461 

20.5182845 

7.4948113 

.002375297 

422 

178084 

75151448 

20.5426386 

7.5007406 

.002369668 

423 

178929 

75686967 

20.5669638 

7.5066607 

.002364066 

424 

179776 

76225024 

20.5912603 

7.5125715 

.002358491 

425 

180625 

76765625 

20.6155281 

7.5184730 

.002352941 

426 

181476 

77308776 

20.6397674 

7.5243652 

.002347418 

427 

182329 

77854483 

20.6639783 

7.5302482 

.002341920 

428 

183184 

78402752 

20.6881609 

7.5361221 

.002336449 

429 

184041 

78953589 

20.7123152 

7.5419867 

.002331002 

430 

184900 

79507000 

20.7364414 

7.5478423 

.002325581 

431 

185761 

80062991 

20.7605395 

7.5536888 

.002320186 

432 

186624 

80621568 

20.7846097 

7.5595263 

.002314815 

433 

187489 

81182737 

20.8086520 

7.5653548 

.002309469 

434 

188356 

81746504 

20.8326667 

7.5711743 

.002304147 

435 

189225 

82312875 

20.8566536 

7.5769849 

.002298851 

436 

190096 

82881856 

20.8806130 

7.5827865 

.002293578 

437 

190969 

83453453 

20.9045450 

7.5885793 

.002288330 

438 

191844 

84027672 

20.9284495 

7.5943633 

.002283105 

439 

192721 

84604519 

20.9523268 

7.6001385 

.002277904 

440 

193600 

85184000 

20.9761770 

7.6059049 

.002272727 

441 

194481 

85766121 

21.0000000 

7.6116626 

.002267574 

442 

195364 

86350888 

21.0237960 

7.6174116 

.002262443 

443 

196249 

86938307 

21.0475652 

7.6231519 

.002257336 

444 

197136 

87528384 

21.0713075 

7.6288837 

.002252252 

445 

198025 

88121125 

21.0950231 

7.6346067 

.002247191 

446 

198916 

88716536 

21.1187121 

7.6403213 

.002242152 

447 

199809 

89314623 

21.1423745 

7.6460272 

.002237136 

448 

200704 

89915392 

21.1660105 

7.6517247 

.002232143 

449 

201601 

90518849 

21.1896201 

7.6574138 

.002227171 

450 

202500 

91125000 

21.2132034 

7.6630943 

.002222222 

451 

203401 

91733851 

21.2367606 

7.6687665 

.002217295 

452 

204304 

92345408 

21.2602916 

7.6744303 

.002212389 

453 

205209 

92959677 

21.2837967 

7.6800857 

.002207506 

454 

206116 

93576664 

21.3072758 

7.6857328 

.002202643 

455 

207025 

94196375 

21.3307290 

7.6913717 

.002197802 

456 

207936 

94818816 

21.3541565 

7.6970023 

.002192982 

457 

208849 

95443993 

21.3775583 

7.7026246 

.002188184 

458 

209764 

96071912 

21.4009346 

7.7082388 

.002183406 

459 

210681 

96702579 

21.4242853 

7.7138448 

.002178649 

460 

211600 

97336000 

21.4476106 

7.7194426 

.002173913 

461 

212521 

97972181 

21.4709106 

7.7250325 

.002169197 

462 

213444 

98611128 

21.4941853 

7.7306141 

.002164502 

463 

214369 

99252847 

21.5174348 

7.7361877 

.002159827 

464 

215296 

99897344 

21.5406592 

7.7417532 

.002155172 

465 

216225 

100544625 

21.5638587 

7.7473109 

.002150538 

466 

217156 

101194696 

21.5870331 

7.7528606 

.002145923 

467 

218089 

101847563 

21.6101828 

7.7584023 

.002141328 

468 

• 219024 

102503232 

21.6333077 

7.7639361 

.002136752 

469 

219961 

103161709 

21.6564078 

7.7694620 

.002132196 

470 

220900 

103823000 

21.6794834 

7.7749801 

.002127660 

471 

221841 

104487111 

21.7025344 

7.7804904 

.002123142 

472 

222784 

105154048 

21.7255610 

7.7859928 

.002118644 

473 

223729 

105823817 

21.7485632 

7.7914875 

.002114165 

474 

224676 

106496424 

21.7715411 

7.7969745 

.002109705 

475 

225625 

107171875 

21.7944947 

7.8024538 

.002105263 

476 

226576 

107850176 

21 8174242 

7.8079254 

.002100840 

477 

227529 

108531333 

21.8403297 

7.8133892 

.002096436 

478 

228484 

109215352 

21.8632111 

7.8188456 

.002092050 

479 

229441 

109902239 

21.8860686 

7.8242942 

.002087683 



















CAMBRIA STEEL. 481 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

480 

230400 

110592000 

21.9089023 

7.8297353 

.002083333 

481 

231361 

111284641 

21.9317122 

7.8351688 

.002079002 

482 

232324 

111980168 

21.9544984 

7.8405949 

.002074689 

483 , 

233289 

112678587 

21.9772610 

7.8460134 

.002070393 

484 

234256 

113379904 

22.0000000 

7.8514244 

.002066116 

485 

235225 

114084125 

22.0227155 

7.8568281 

.002061856 

486 

236196 

114791256 

22.0454077 

7.8622242 

.002057613 

487 

237169 

115501303 

22.0680765 

7.8676130 

.002053388 

488 

238144 

116214272 

22.0907220 

7.8729944 

.002049180 

489 

239121 

116930169 

22.1133444 

7.8783684 

.002044990 

490 

240100 

117649000 

22.1359436 

7.8837352 

.002040816 

491 

241081 

118370771 

22.1585198 

7.8890946 

.002036660 

492 

242064 

119095488 

22.1810730 

7.8944468 

.002032520 

493 

243049 

119823157 

22.2036033 

7.8997917 

.002028398 

494 

244036 

120553784 

22.2261108 

7.9051294 

.002024291 

495 

245025 

121287375 

22.2485955 

7.9104599 

.002020202 

496 

246016 

122023936 

22.2710575 

7.9157832 

.002016129 

497 

247009 

122763473 

22.2934968 

7.9210994 

.002012072 

498 

248004 

123505992 

22.3159136 

7.9264085 

.002008032 

499 

249001 

124251499 

22.3383079 

7.9317104 

.002004008 

500 

250000 

125000000 

22.3606798 

7.9370053 

.002000000 

501 

251001 

125751501 

22.3830293 

7.9422931 

.001996008 

502 

252004 

126506008 

22.4053565 

7.9475739 

.001992032 

503 

253009 

127263527 

22.4276615 

7.9528477 

.001988072 

504 

254016 

128024064 

22.4499443 

7.9581144 

.001984127 

505 

255025 

128787625 

22.4722051 

7.9633743 

.001980198 

506 

256036 

129554216 

22.4944438 

7.9686271 

.001976285 

507 

257049 

130323843 

22.5166605 

7.9738731 

.001972387 

508 

258064 

131096512 

22.5388553 

7.9791122 

.001968504 

509 

259081 

131872229 

22.5610283 

7.9843444 

.001964637 

510 

260100 

132651000 

22.5831796 

7.9895697 

.001960784 

511 

261121 

133432831 

22.6053091 

7.9947883 

.001956947 

512 

262144 

134217728 

22.6274170 

8.0000000 

.001953125 

513 

263169 

135005697 

22.6495033 

8.0052049 

.001949318 

514 

264196 

135796744 

22.6715681 

8.0104032 

.001945525 

515 

265225 

136590875 

22.6936114 

8.0155946 

.001941748 

516 

266256 

137388096 

22.7156334 

8.0207794 

.001937984 

517 

267289 

138188413 

22.7376340 

8.0259574 

.001934236 

518 

268324 

138991832 

22.7596134 

8.0311287 

.001930502 

519 

269361 

139798359 

22.7815715 

8.0362935 

.001926782 

520 

270400 

140608000 

22.8035085 

8.0414515 

.001923077 

521 

271441 

141420761 

22.8254244 

8.0466030 

.001919386 

522 

272484 

142236648 

22.8473193 

8.0517479 

.001915709 

523 

273529 

143055667 

22.8691933 

8.0568862 

.001912046 

524 

274576 

143877824 

22.8910463 

8.0620180 

.001908397 

525 

275625 

144703125 

22.9128785 

8.0671432 

.001904762 

526 

276676 

145531576 

22.9346899 

8.0722620 

.001901141 

527 

277729 

146363183 

22.9564806 

8.0773743 

.001897533 

528 

278784 

147197952 

22.9782506 

8.0824800 

.001893939 

529 

279841 

148035889 

23.0000000 

8.0875794 

.001890359 

530 

280900 

148877000 

23.0217289 

8.0926723 

.001886792 

531 

281961 

149721291 

23.0434372 

8.0977589 

.001883239 

532 

283024 

150568768 

23.0651252 

8.1028390 

.001879699 

533 

284089 

151419437 

23.0867928 

8.1079128 

.001876173 

534 

285156 

152273304 

23.1084400 

8.1129803 

.001872659 

535 

286225 

153130375 

23.1300670 

8.1180414 

.001869159 

536 

287296 

153990656 

23.1516738 

8.1230962 

.001865672 

537 

288369 

154854153 

23.1732605 

8.1281447 

.001862197 

538 

289444 

155720872 

23.1948270 

8.1331870 

.001858736 

539 

290521 

156590819 

23.2163735 

8.1382230 

.001855288 























482 


CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

540 

291600 

157464000 

23.2379001 

8.1432529 

.001851852 

541 

292681 

158340421 

23.2594067 

3.1482765 

.001848429 

542 

293764 

159220088 

23.2808935 

8.1532939 

.001845018 

543 

294849 

160103007 

23.3023604 

8.1583051 

.001841621 

544 

295936 

160989184 

23.3238076 

8.1633102 

.001838235 

545 

297025 

161878625 

23.3452351 

8.1683092 

.001834862 

546 

298116 

162771336 

23.3666429 

8.1733020 

.001831502 

547 

299209 

163667323 

23.3880311 

8.1782888 

.001828154 

548 

300304 

164566592 

23.4093998 

8.1832695 

.001824818 

549 

301401 

165469149 

23.4307490 

8.1882441 

.001821494 

550 

302500 

166375000 

23.4520788 

8.1932127 

.001818182 

551 

' 303601 

167284151 

23.4733892 

8.1981753 

.001814882 

552 

304704 

168196608 

23.4946802 

8.2031319 

.001811594 

553 

305809 

169112377 

23.5159520 

8.2080825 

.001808318 

554 

306916 

170031464 

23.5372046 

8.2130271 

.001805054 

555 

308025 

170953875 

23.5584380 

8.2179657 

.001801802 

556 

309136 

171879616 

23.5796522 

8.2228985 

.001798561 

557 

310249 

172808693 

23.6008474 

8.2278254 

.001795332 

558 

311364 

173741112 

23.6220236 

8.2327463 

.001792115 

559 

312481 

174676879 

23.6431808 

8.2376614 

.001788909 

560 

313600 

175616000 

23.6643191 

8.2425706 

.001785714 

561 

314721 

176558481 

23.6854386 

8.2474740 

.001782531 

562 

315844 

177504328 

23.7065392 

8.2523715 

.001779359 

563 

316969 

178453547 

23.7276210 

8.2572633 

.001776199 

564 

318096 

179406144 

23.7486842 

8.2621492 

.001773050 

565 

319225 

180362125 

23.7697286 

8.2670294 

.001769912 

566 

320356 

181321496 

23.7907545 

8.2719039 

.001766784 

567 

321489 

182284263 

23.8117618 

8.2767726 

.001763668 

568 

322624 

183250432 

23.8327506 

8.2816355 

.001760563 

569 

323761 

184220009 

23.8537209 

8.2864928 

.001757469 

570 

324900 

185193000 

23.8746728 

8.2913444 

.001754386 

571 

326041 

186169411 

23.8956063 

8.2961903 

.001751313 

572 

327184 

187149248 

23.9165215 

8.3010304 

.001748252 

573 

328329 

188132517 

23.9374184 

8.3058651 

.001745201 

574 

329476 

189119224 

23.9582971 

8.3106941 

.001742160 

575 

330625 

190109375 

23.9791576 

8.3155175 

.001739130 

576 

331776 

191102976 

24.0000000 

8.3203353 

.001736111 

577 

332929 

192100033 

24.0208243 

8.3251475 

.001733102 

578 

334084 

193100552 

24.0416306 

8.3299542 

.001730104 

579 

335241 

194104539 

24.0624188 

8.3347553 

.001727116 

580 

336400 

195112000 

24.0831891 

8.3395509 

.001724138 

581 

337561 

196122941 

24.1039416 

8.3443410 

.001721170 

582 

338724 

197137368 

24.1246762 

8.3491256 

.001718213 

583 

339889 

198155287 

24.1453929 

8.3539047 

.001715266 

584 

341056 

199176704 

24.1660919 

8.3586784 

.001712329 

585 

342225 

200201625 

24.1867732 

8.3634466 

.001709402 

586 

343396 

201230056 

24.2074369 

8.3682095 

.001706485 

587 

344569 

202262003 

24.2280829 

8.3729668 

.001703578 

588 

■ 345744 

203297472 

24.2487113 

8.3777188 

.001700680 

589 

346921 

204336469 

24.2693222 

8.3824653 

.001697793 

590 

348100 

205379000 

24.2899156 

8.3872065 

.001694915 

591 

349281 

206425071 

24.3104916 

8.3919423 

.001692047 

592 

350464 

207474688 

24.3310501 

8.3966729 

.001689189 

593 

351649 

208527857 

24.3515913 

8.4013981 

.001686341 

594 

352836 

209584584 

24.3721152 

8.4061180 

.001683502 

595 

354025 

210644875 

24.3926218 

8.4108326 

.001680672 

596 

355216 

211708736 

24.4131112 

8.4155419 

.001677852 

597 

356409 

212776173 

24.4335834 

8.4202460 

.001675042 

598 

357604 

213847192 

24.4540385 

8.4249448 

.001672241 

599 

358801 

214921799 

24.4744765 

8.4296383 

.001669449 






















CAMBRIA STEEL. 483 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

600 

360000 

216000000 

24.4948974 

8.4343267 

.001666667 

601 

361201 

217081801 

24.5153013 

8.4390098 

.001663894 

602 

362404 

218167208 

24.5356883 

8.4436877 

.001661130 

603 

' 363609 

219256227 

24.5560583 

8.4483605 

.001658375 

604 

364816 

220348864 

24.5764115 

8.4530281 

.001655629 

605 

366025 

221445125 

24.5967478 

8.4576906 

.001652893 

606 

367236 

222545016 

24.6170673 

8.4623479 

.001650165 

607 

368449 

223648543 

24.6373700 

8.4670001 

.001647446 

608 

369664 

224755712 

24.6576560 

8.4716471 

.001644737 

609 

370881 

225866529 

24.6779254 

8.4762892 

.001642036 

610 

372100 

226981000 

24.6981781 

8.4809261 

.001639344 

611 

373321 

228099131 

24.7184142 

8.4855579 

.001636661 

612 

374544 

229220928 

24.7386338 

8.4901848 

.001633987 

613 

375769 

230346397 

24.7588368 

8.4948065 

.001631321 

614 

376996 

231475544 

24.7790234 

8.4994233 

.001628664 

615 

378225 

232608375 

24.7991935 

8.5040350 

.001626016 

616 

379456 

233744896 

24.8193473 

8.5086417 

.001623377 

617 

380689 

234885113 

24.8394847 

8.5132435 

.001620746 

618 

381924 

236029032 

24.8596058 

8.5178403 

.001618123 

619 

383161 

237176659 

24.8797106 

8.5224321 

.001615509 

620 

384400 

238328000 

24.8997992 

8.5270189 

.001612903 

621 

385641 

239483061 

24.9198716 

8.5316009 

.001610306 

622 

386884 

240641848 

24.9399278 

8.5361780 

.001607717 

623 

388129 

241804367 

24.9599679 

8.5407501 

.001605136 

624 

389376 

242970624 

24.9799920 

8.5453173 

.001602564 

625 

390625 

244140625 

25.0000000 

8.5498797 

.001600000 

626 

391876 

245314376 

25.0199920 

8.5544372 

.001597444 

627 

393129 

246491883 

25.0399681 

8.5589899 

.001594896 

628 

394384 

247673152 

25.0599282 

8.5635377 

.001592357 

629 

395641 

248858189 

25.0798724 

8.5680807 

.001589825 

630 

396900 

250047000 

25.0998008 

8.5726189 

.001587302 

631 

398161 

251239591 

25.1197134 

8.5771523 

.001584786 

632 

399424 

252435968 

25.1396102 

8.5816809 

.001582278 

633 

400689 

253636137 

25.1594913 

8.5862047 

.001579779 

634 

401956 

254840104 

25.1793566 

8.5907238 

.001577287 

635 

403225 

256047875 

25.1992063 

8.5952380 

.001574803 

636 

404496 

257259456 

25.2190404 

8.5997476 

.001572327 

637 

405769 

258474853 

25.2388589 

8.6042525 

.001569859 

638 

407044 

259694072 

25.2586619 

8.6087526 

.001567398 

639 

408321 

260917119 

25.2784493 

8.6132480 

.001564945 

640 

409600 

262144000 

25.2982213 

8.6177388 

.001562500 

641 

410881 

263374721 

25.3179778 

8.6222248 

.001560062 

642 

412164 

264609288 

25.3377189 

8.6267063 

.001557632 

643 

413449 

265847707 

25.3574447 

8.6311830 

.001555210 

644 

414736 

267089984 

25.3771551 

8.6356551 

.001552795 

645 

416025 

268336125 

25.3968502 

8.6401226 

.001550388 

646 

417316 

269586136 

25.4165301 

8.6445855 

.001547988 

647 

418609 

270840023 

25.4361947 

8.6490437 

.001545595 

648 

419904 

272097792 

25.4558441 

8.6534974 

.001543210 

649 

421201 

273359449 

25.4754784 

8.6579465 

.001540832 

650 

422500 

274625000 

25.4950976 

8.6623911 

.001538462 

651 

423801 

275894451 

25.5147016 

8.6668310 

.001536098 

652 

425104 

277167808 

25.5342907 

8.6712665 

.001533742 

653 

426409 

278445077 

25.5538647 

8.6756974 

.001531394 

654 

427716 

279726264 

25.5734237 

8.6801237 

.001529052 

655 

429025 

281011375 

25.5929678 

8.6845456 

.001526718 

656 

430336 

282300416 

25.6124969 

8.6889630 

.001524390 

657 

431649 

283593393 

25.6320112 

8.6933759 

.001522070 

658 

432964 

284890312 

25.6515107 

8.6977843 

.001519757 

659 

434281 

286191179 

25.6709953 

8.7021882 

.001517451 































484 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

660 

435600 

287496000 

25.6904652 

8.7065877 

.001515152 

661 

436921 

288804781 

25.7099203 

8.7109827 

.001512859 

662 

438244 

290117528 

25.7293607 

8.7153734 

.001510574 

663 

439569 

291434247 

25.7487864 

8.7197596 

.001508296 

664 

440896 

292754944 

25.7681975 

8.7241414 

.001506024 

665 

442225 

294079625 

25.7875939 

8.7285187 

.001503759 

666 

443556 

295408296 

25.8069758 

8.7328918 

.001501502 

667 

444889 

296740963 

25.8263431 

8.7372604 

.001499250 

668 

446224 

298077632 

25.8456960 

8.7416246 

.001497006 

669 

447561 

299418309 

25.8650343 

8.7459846 

.001494768 

670 

448900 

300763000 

25.8843582 

8.7503401 

.001492537 

671 

450241 

302111711 

25.9036677 

8.7546913 

.001490313 

672 

451584 

303464448 

25.9229628 

8.7590383 

.001488095 

673 

452929 

304821217 

25.9422435 

8.7633809 

.001485884 

674 

454276 

306182024 

25.9615100 

8.7677192 

.001483680 

675 

455625 

307546875 

25.9807621 

8.7720532 

.001481481 

676 

456976 

308915776 

26.0000000 

8.7763830 

.001479290 

677 

458329 

310288733 

26.0192237 

8.7807084 

.001477105 

678 

459684 

311665752 

26.0384331 

8.7850293 

.001474926 

679 

461041 

313046839 

26.0576284 

8.789346S 

.001472754 

680 

462400 

314432000 

26.0768096 

8.7936593 

,001470588 

681 

463761 

315821241 

26.0959767 

8.7979679 

.001468429 

682 

465124 

317214568 

26.1151297 

8.8022721 

.001466276 

683 

466489 

318611987 

26.1342687 

8.8065722 

.001464129 

684 

467856 

320013504 

26.1533937 

8.8108681 

.001461988 

685 

469225 

321419125 

26.1725047 

8.8151598 

.001459854 

686 

470596 

322828856 

26.1916017 

8.8194474 

.001457726 

687 

471969 

324242703 

26.2106848 

8.8237307 

.001455604 

688 

473344 

325660672 

26.2297541 

8.8280099 

.001453488 

689 

474721 

327082769 

26.2488095 

8.8322850 

.001451379 

690 

476100 

328509000 

26.2678511 

8.8365559 

.001449275 

691 

477481 

329939371 

26.2868789 

8.8408227 

.001447178 

692 

478864 

331373888 

26.3058929 

8.8450854 

.001445087 

893 

480249 

332812557 

26.3248932 

8.8493440 

.001443001 

694 

481636 

334255384 

26.3438797 

8.8535985 

.001440922 

695 

483025 

335702375 

26.3628527 

8.8578489 

.001438849 

696 

484416 

337153536 

26.3818119 

8.8620952 

.001436782 

697 

485809 

338608873 

26.4007576 

8.8663375 

.001434720 

698 

487204 

340068392 

26.4196896 

8.8705757 

.001432665 

699 

488601 

341532099 

26.4386081 

8.8748099 

.001430615 

700 

490000 

343000000 

26.4575131 

8.8790400 

.001428571 

701 

491401 

344472101 

26.4764046 

8.8832661 

.001426534 

702 

492804 

345948408 

26.4952826 

8.8874882 

.001424501 

703 

494209 

347428927 

26.5141472 

8.8917063 

.001422475 

704 

495616 

348913664 

26.5329983 

8.8959204 

.001420455 

705 

497025 

350402625 

26.5518361 

8.9001304 

.001418440 

706 

498436 

351895816 

26.5706605 

8.9043366 

.001416431 

707 

499849 

353393243 

26.5894716 

8.9085387 

.001414427 

708 

501264 

354894912 

26.6082694 

8.9127369 

.001412429 

709 

502681 

356400829 

26.6270539 

8.9169311 

.001410437 

710 

504100 

357911000 

26.6458252 

8.9211214 

.001408451 

711 

505521 

359425431 

26.6645833 

8.9253078 

.001406470 

712 

506944 

360944128 

26.6833281 

8.9294902 

.001404494 

713 

508369 

362467097 

26.7020598 

8.9336687 

.001402525 

714 

509796 

363994344 

26.7207784 

8.9378433 

.001400560 

715 

511225 

365525875 

26.739.4839 

8.9420140 

.001398601 

716 

512656 

367061696 

26.7581763 

8.9461809 

.001396648 

717 

514089 

368601813 

26.7768557 

8.9503438 

.001394700 

718 

515524 

370146232 

26.7955220 

8.9545029 

.001392758 

719 

516961 

371694959 

26.8141754 

8.9586581 

.001390821 





















CAMBRIA STEEL. 485 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

720 

518400 

373248000 

26.8328157 

8.9628095 

.001388889 

721 

519841 

374805361 

26.8514432 

8.9669570 

.001386963 

722 

521284 

376367048 

26.8700577 

8.9711007 

.001385042 

723 

522729 

377933067 

26.8886593 

8.9752406 

.001383126 

724 

524176 

379503424 

26.9072481 

8.9793766 

.001381215 

725 

525625 

381078125 

26.9258240 

8.9835089 

.001379310 

726 

527076 

382657176 

26.9443872 

8.9876373 

.001377410 

727 

528529 

384240583 

26.9629375 

8.9917620 

.001375516 

728 

529984 

385828352 

26.9814751 

8.9958829 

.001373626 

729 

531441 

387420489 

27.0000000 

9.0000000 

.001371742 

730 

532900 

389017000 

27.0185122 

9.0041134 

.001369863 

731 

534361 

390617891 

27.0370117 

9.0082229 

.001367989 

732 

535824 

392223168 

27.0554985 

9.0123288 

.001366120 

733 

537289 

393832837 

27.0739727 

9.0164309 

.001364256 

734 

538756 

395446904 

27.0924344 

9.0205293 

.001362398 

735 

540225 

397065375 

27.1108834 

9.0246239 

.001360544 

736 

541696 

398688256 

27.1293199 

9.0287149 

.001358696 

737 

543169 

400315553 

27.1477439 

9.0328021 

.001356852 

738 

544644 

401947272 

27.1661554 

9.0368857 

.001355014 

739 

546121 

403583419 

27.1845544 

9.0409655 

.001353180 

740 

547600 

405224000 

27.2029410 

9.0450417 

.001351351 

741 

549081 

406869021 

27.2213152 

9.0491142 

.001349528 

742 

550564 

408518488 

27.2396769 

9.0531831 

.001347709 

743 

552049 

410172407 

27.2580263 

9.0572482 

.001345895 

744 

553536 

411830784 

27.2763634 

9.0613098 

.001344086 

745 

555025 

413493625 

27.2946881 

9.0653677 

.001342282 

746 

556516 

415160936 

27.3130006 

9.0694220 

.001340483 

747 

558009 

416832723 

27.3313007 

9.0734726 

.001338688 

748 

559504 

418508992 

27.3495887 

9.0775197 

.001336898 

749 

561001 

420189749 

27.3678644 

9.0815631 . 

.001335113 

750 

562500 

421875000 

27.3861279 

9.0856030 

.001333333 

751 

564001 

423564751 

27.4043792 

9.0896392 

.001331558 

752 

565504 

425259008 

27.4226184 

9.0936719 

.001329787 

753 

567009 

426957777 

27.4408455 

9.0977010 

.001328021 

754 

568516 

428661064 

27.4590604 

9.1017265 

.001326260 

755 

570025 

430368875 

27.4772633 

8.1057485 

.001324503 

756 

571536 

432081216 

27.4954542 

9.1097669 

.001322751 

757 

573049 

433798093 

27 5136330 

9.1137818 

.001321004 

758 

574564 

435519512 

27.5317998 

9.1177931 

.001319261 

l 759 

576081 

437245479 

27.5499546 

9.1218010 

.001317523 

1 760 

577600 

438976000 

27.5680975 

9.1258053 

.001315789 

761 

579121 

440711081 

27.5862284 

9.1298061 

001314060 

762 

580644 

442450728 

27.6043475 

9.1338034 

.001312336 

763 

582169 

444194947 

27.6224546 

9.1377971 

.001310616 

764 

583696 

445943744 

27.6405499 

9.1417874 

.001308901 

765 

585225 

447697125 

27.6586334 

9.1457742 

.001307190 

766 

586756 

449455096 

27.6767050 

9.1497576 

.001305483 

767 

588289 

451217663 

27.6947648 

9.1537375 

.001303781 

768 

589824 

452984832 

27.7128129 

9.1577139 

.001302083 

769 

591361 

454756609 

27.7308492 

9.1616869 

.001300390 

770 

592900 

456533000 

27.7488739 

9.1656565 

.001298701 

771 

594441 

458314011 

27.7668868 

9.1696225 

.001297017 

772 

595984 

460099648 

27.7848880 

9.1735852 

.001295337 

773 

597529 

461889917 

27.8028775 

9.1775445 

.001293661 

774 

599076 

463684824 

27.8208555 

9.1815003 

.001291990 

775 

600625 

465484375 

27.8388218 

9.1854527 

.001290323 

776 

602176 

467288576 

27.8567766 

9.1894018 

.001288660 

777 

603729 

469097433 

27.8747197 

9.1933474 

.001287001 

778 

605284 

470910952 

27.8926514 

9.1972897 

.001285347 

779 

606841 

472729139 

27.9105715 

9.2012286 

.001283697 






















486 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots, 

Cube Roots. 

Reciprocals. 

780 

608400 

474552000 

27.9284801 

9.2051641 

.001282051 

781 

609961 

476379541 

27.9463772 

9.2090962 

.001280410 

782 

611524 

478211768 

27.9642629 

9.2130250 

.001278772 

783 

613089 

480048687 

27.9821372 

9.2169505 

.001277139 

784 

614656 

481890304 

28.0000000 

9.2208726 

.001275510 

785 

616225 

483736625 

28.0178515 

9.2247914 

.001273885 

786 

617796 

485587656 

28.0356915 

9.2287068 

.001272265 

787 

619369 

487443403 

28.0535203 

9.2326189 

.001270648 

788 

620944 

489303872 

28.0713377 

9.2365277 

.001269036 

789 

622521 

491169069 

28.0891438 

9.2404333 

.001267427 

790 

624100 

493039000 

28.1069386 

9.2443355 

.001265823 

791 

625681 

494913671 

28.1247222 

9.2482344 

.001264223 

792 

627264 

496793088 

28.1424946 

9.2521300 

.001262626 

793 

628849 

498677257 

28.1602557 

9.2560224 

.001261034 

794 

630436 

500566184 

28.1780056 

9.2599114 

.001259446 

795 

632025 

502459875 

28.1957444 

9.2637973 

.001257862 

796 

633616 

504358336 

28.2134720 

9.2676798 

.001256281 

797 

635209 

506261573 

28.2311884 

9.2715592 

.001254705 

798 

636804 

508169592 

28.2488938 

9.2754352 

.001253133 

799 

638401 

510082399 

28.2665881 

9.2793081 

.001251564 

800 

640000 

512000000 

28.2842712 

9.2831777 

.001250000 

801 

641601 

513922401 

28.3019434 

9.2870440 

.001248439 

802 

643204 

515849608 

28.3196045 

9.2909072 

.001246883 

803 

644809 

517781627 

28.3372546 

9.2947671 

.001245330 

804 

646416 

519718464 

28.3548938 

9.2986239 

.001243781 

805 

648025 

521660125 

28.3725219 

9.3024775 

.001242236 

806 

649636 

523606616 

28.3901391 

9.3063278 

.001240695 

807 

651249 

525557943 

28.4077454 

9.3101750 

.001239157 

808 

652864 

527514112 

28.4253408 

9.3140190 

.001237624 

809 

654481 

529475129 

28.4429253 

9.3178599 

.001236094 

810 

656100 

531441000 

28.4604989 

9.3216975 

.001234568 

811 

657721 

533411731 

28.4780617 

9.3255320 

.001233046 

812 

659344 

535387328 

28.4956137 

9.3293634 

.001231527 

813 

660969 

537367797 

28.5131549 

9.3331916 

.001230012 

814 

662596 

539353144 

28.5306852 

9.3370167 

.001228501 

815 

664225 

541343375 

28.5482048 

9.3408386 

.001226994 

816 

665856 

543338496 

28.5657137 

9.3446575 

.001225490 

817 

667489 

545338513 

28.5832119 

9.3484731 

.001223990 

818 

669124 

547343432 

28.6006993 

9.3522857 

.001222494 

819 

670761 

549353259 

28.6181760 

9.3560952 

.001221001 

820 

672400 

551368000 

28.6356421 

9.3599016 

.001219512 

821 

674041 

553387681 

28.6530976 

9.3637049 

.001218027 

822 

675684 

555412248 

28.6705424 

9.3675051 

.001216545 

823 

677329 

557441767 

28.6879766 

9.3713022 

.001215067 

824 

678976 

559476224 

28.7054002 

9.3750963 

.001213592 

825 

680625 

561515625 

28.7228132 

9.3788873 

.001212121 

826 

682276 

563559976 

28.7402157 

9.3826752 

.001210654 

827 

683929 

565609283 

28.7576077 

9.3864600 

.001209190 

828 

• 685584 

567663552 

28.7749891 

9.3902419 

.001207729 

829 

687241 

569722789 

28.7923601 

9.3940206 

.001206273 

830 

688900 

571787000 

28.8097206 

9.3977964 

.001204819 

831 

690561 

573856191 

28.8270706 

9.4015691 

.001203369 

832 

692224 

575930368 

28.8444102 

9.4053387 

.001201923 

833 

693889 

578009537 

28.8617394 

9.4091054 

.001200480 

834 

695556 

580093704 

28.8790582 

9.4128690 

.001199041 

835 

697225 

582182875 

28.8963666 

9.4166297 

.001197605 

836 

698896 

584277056 

28.9136646 

9.4203873 

.001196172 

837 

700569 

586376253 

28.9309523 

9.4241420 

.001194743 

838 

7022iv 

588480472 

28.9482297 

6.4278936 

.001193317 

839 

703921 

590589719 

28.9654967 

9.4316423 

.001191895 































CAMBRIA STEEL. 487 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

840 

705600 

592704000 

28.9827535 

9.4353880 

.001190476 

841 

707281 

594823321 • 

29.0000000 

9.4391307 

.001189061 

842 

708964 

596947688 

29.0172363 

9.4428704 

.001187648 

843 , 

710649 

599077107 

29.0344623 

9.4466072 

.001186240 

844 

712336 

601211584 

29.0516781 

9.4503410 

.001184834 

845 

714025 

603351125 

29.0688837 

9.4540719 

.001183432 

846 

715716 

605495736 

29.0860791 

9.4577999 

.001182033 

847 

717409 

607645423 

29.1032644 

9.4615249 

.001180638 

848 

719104 

609800192 

29.1204396 

9.4652470 

.001179245 

849 

720801 

611960049 

29.1376046 

9.4689661 

.001177856 

850 

722500 

614125000 

29.1547595 

9.4726824 

.001176471 

851 

724201 

616295051 

29.1719043 

9.4763957 

.001175088 

852 

725904 

618470208 

29.1890390 

9.4801061 

.001173709 

853 

727609 

620650477 

29.2061637 

9.4838136 

.001172333 

854 

729316 

622835864 

29.2232784 

9.4875182 

.001170960 

855 

731025 

625026375 

29.2403830 

9.4912200 

.001169591 

856 

732736 

627222016 

29.2574777 

9.4949188 

.001168224 

857 

734449 

629422793 

29.2745623 

9.4986147 

.001166861 

858 

736164 

631628712 

29.2916370 

9.5023078 

.001165501 

859 

737881 

633839779 

29.3087018 

9.5059980 

.001164144 

860 

739600 

636056000 

29.3257566 

9.5096854 

.001162791 

861 

741321 

638277381 

29.3428015 

9.5133699 

.001161440 

862 

743044 

640503928 

29.3598365 

9.5170515 

.001160093 

863 

744769 

642735647 

29.3768616 

9.5207303 

.001158749 

864 

746496 

644972544 

29.3938769 

9.5244063 

.001157407 

865 

748225 

647214625 

29.4108823 

9.5280794 

.001156069 

866 

749956 

649461896 

29.4278779 

9.5317497 

.001154734 

867 

751689 

651714363 

29.4448637 

9.5354172 

.001153403 

868 

753424 

653972032 

29.4618397 

9.5390818 

.001152074 

869 

755161 

656234909 

29.4788059 

9.5427437 

.001150748 

870 

756900 

658503000 

29.4957624 

9.5464027 

.001149425 

871 

758641 

660776311 

29.5127091 

9.5500589 

.001148106 

872 

760384 

663054848 

29.5296461 

9.5537123 

.001146789 

873 

762129 

665338617 

29.5465734 

9.5573630 

.001145475 

874 

763876 

667627624 

29.5634910 

9.5610108 

.001144165 

875 

765625 

669921875 

29.5803989 

9.5646559 

.001142857 

876 

767376 

672221376 

29.5972972 

9.5682982 

.001141553 

877 

769129 

674526133 

29.6141858 

9.5719377 

.001140251 

878 

770884 

676836152 

29.6310648 

9.5755745 

.001138952 

879 

772641 

679151439 

29.6470342 

9.5792085 

.001137656 

880 

774400 

681472000 

29.6647939 

9.5828397 

.001136364 

881 

776161 

683797841 

29.6816442 

9.5864682 

.001135074 

882 

777924 

686128968 

29.6984848 

9.5900939 

.001133787 

883 

779689 

688465387 

29.7153159 

9.5937169 

.001132503 

884 

781456 

690807104 

29.7321375 

9.5973373 

.001131222 

885 

783225 

693154125 

29.7489496 

9.6009548 

.001129944 

886 

784996 

695506456 

29.7657521 

9.6045696 

.001128668 

887 

786769 

697864103 

29.7825452 

9.6081817 

.001127396 

888 

788544 

700227072 

29.7993289 

9.6117911 

.001126126 

889 

790321 

702595369 

29.8161030 

9.6153977 

.001124859 

890 

792100 

704969000 

29.8328678 

9.6190017 

.001123596 

891 

793881 

707347971 

29.8496231 

9.6226030 

.001122334 

892 

795664 

709732288 

29.8663690 

9.6262016 

.001121076 

893 

797449 

712121957 

29.8831056 

9.6297975 

.001119821 

894 

799236 

714516984 

29.8998328 

9.6333907 

.001118568 

895 

801025 

716917375 

29 9165506 

9.6369812 

.001117318 

896 

802816 

719323136 

29.9332591 

9.6405690 

.001116071 

897 

804609 

721734273 

29.9499583 

9.6441542 

.001114827 

898 

806404 

724150792 

29.9666481 

9.6477367 

.001113586 

899 

808201 

726572699 

29.9833287 

9.6513166 

.001112347 

























488 


CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

900 

810000 

729000000 

30.0000000 

9.6548938 

.001111111 

901 

811801 

731432701 

30.0166620 

9.6584684 

.001109878 

902 

813604 

733870808 

30.0333148 

9.6620403 

.001108647 

903 

815409 

736314327 

30.0499584 

9.6656096 

.001107420 

904 

817216 

738763264 

30.0665928 

9.6691762 

.001106195 

905 

819025 

741217625 

30.0832179 

9.6727403 

.001104972 

906 

820836 

743677416 

30.0998339 

9.6763017 

.001103753 

907 

822649 

746142643 

30.1164407 

9.6798604 

.001102536 

908 

824464 

748613312 

30.1330383 

9.6834166 

.001101322 

909 

826281 

751089429 

30.1496269 

9.6869701 

.001100110 

910 

828100 

753571000 

30.1662063 

9.6905211 

.001098901 

911 

829921 

756058031 

30.1827765 

9.6940694 

.001097695 

912 

831744 

758550528 

30.1993377 

9.6976151 

.001096491 

913 

833569 

761048497 

30.2158899 

9.7011583 

.001095290 

914 

835396 

763551944 

30.2324329 

9.7046989 

.001094092 

915 

837225 

766060875 

30.2489669 

9.7082369 

.001092896 

916 

839056 

768575296 

30.2654919 

9.7117723 

.001091703 

917 

840889 

771095213 

30.2820079 

9.7153051 

.001090513 

918 

842724 

773620632 

30.2985148 

9.7188354 

.001089325 

919 . 

844561 

776151559 

30.3150128 

9.7223631 

.001088139 

920 

846400 

778688000 

30.3315018 

9.7258883 

.001086957 

921 

848241 

781229961 

30.3479818 

9 7294109 

.001085776 

922 

850084 

783777448 

30.3644529 

9.7329309 

.001084599 

923 

851929 

786330467 

30.3809151 

9.7364484 

.001083424 

924 

853776 

788889024 

30.3973683 

9 7399634 

.001082251 

925 

855625 

791453125 

30.4138127 

9.7434758 

.001081081 

926 

857476 

794022776 

30.4302481 

9.7469857 

.001079914 

927 

859329 

796597983 

30.4466747 

9.7504930 

.001078749 

928 

861184 

799178752 

30.4630924 

9.7539979 

.001077586 

929 

863041 

801765089 

30.4795013 

9.7575002 

.001076426 

930 

864900 

804357000 

30.4959014 

9.7610001 

.001075269 

931 

866761 

806954491 

30.5122926 

9.7644974 

.001074114 

932 

868624 

809557568 

30.5286750 

9.7679922 

.001072961 

933 

870489 

812166237 

30.5450487 

9.7714845 

.001071811 

934 

872356 

814780504 

30.5614136 

9.7749743 

.001070664 

935 

874225 

817400375 

30.5777697 

9.7784616 

.001069519 

936 

876096 

820025856 

30.5941171 

9.7819466 

.001068376 

937 

877969 

822656953 

30.6104557 

9.7854288 

.001067236 

938 

879844 

825293672 

30.6267857 

9.7889087 

.001066098 

939 

881721 

827936019 

30.6431069 

9.7923861 

.001064963 

940 

883600 

830584000 

30.6594194 

9.7958611 

.001063830 

941 

885481 

833237621 

30.6757233 

9.7993336 

.001062699 

942 

887364 

835896888 

30.6920185 

9.8028036 

.001061571 

943 

889249 

838561807 

30.7083051 

9.8062711 

.001060445 

944 

891136 

841232384 

30.7245830 

9.8097362 

.001059322 

945 

893025 

843908625 

30.7408523 

9.8131989 

.001058201 

946 

894916 

846590536 

30.7571130 

9.8166591 

.001057082 

947 

896809 

849278123 

30.7733651 

9.8201169 

.001055966 

948 

898704 

851971392 

30.7896086 

9.8235723 

.001054852 

949 

900601 

854670349 

30.8058436 

9.8270252 

.001053741 

950 

902500 

857375000 

30.8220700 

9.8304757 

.001052632 

951 

904401 

860085351 

30.8382879 

9.8339238 

.001051525 

952 

906304 

862801408 

30.8544972 

9.8373695 

.001050420 

953 

908209 

865523177 

30.8706981 

9.8408127 

.001049318 

954 

910116 

868250664 

30.8868904 

9.8442536 

.001048218 

955 

912025 

870983875 

30.9030743 

9.8476920 

.001047120 

956 

913936 

873722816 

30.9192497 

9.8511280 

.001046025 

957 

915849 

876467493 

30.9354166 

9.8545617 

.001044932 

958 

917764 

879217912 

30.9515751 

9.8579929 

.001043841 

959 

919681 

881974079 

30.9677251 

9.8614218 

.001042753 




















CAMBRIA STEEL. 

489 


SQUARES, CUBES, SQUARE ROOTS, 


CUBE 

ROOTS AND RECIPROCALS 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

960 

921600 

884736000 

30.9838668 

9.8648483 

.001041667 

961 

923521 

887503681 

31.0000000 

9.8682724 

.001040583 

962 

925444 

890277128 

31.0161248 

9.8716941 

.001039501 

963 

927369 

893056347 

31.0322413 

9.8751135 

.001038422 

964 

929296 

895841344 

31.0483494 

9.8785305 

.001037344 

965 

931225 

898632125 

31.0644491 

9.8819451 

.001036269 

966 

933156 

901428696 

31.0805405 

9.8853574 

.001035197 

967 

935089 

904231063 

31.0966236 

9.8887673 

.001034126 

968 

937024 

907039232 

31.1126984 

9.8921749 

.001033058 

969 

938961 

909853209 

31.1287648 

9.8955801 

.001031992 

970 

940900 

912673000 

31.1448230 

9.8989830 

.001030928 

971 

942841 

915498611 

31.1608729 

9.9023835 

.001029866 

972 

944784 

918330048 

31.1769145 

9.9057817 

.001028807 

973 

946729 

921167317 

31.1929479 

9.9091776 

.001027749 

974 

948676 

924010424 

31.2089731 

9.9125712 

.001026694 

975 

950625 

926859375 

31.2249900 

9.9159624 

.001025641 

976 

952576 

929714176 

31.2409987 

9.9193513 

.001024590 

977 

954529 

932574833 

31.2569992 

9.9227379 

.001023541 

978 

956484 

935441352 

31.2729915 

9.9261222 

.001022495 

979 

958441 

938313739 

31.2889757 

9.9295042 

.001021450 

980 

960400 

941192000 

31.3049517 

9.9328839 

.001020408 

981 

962361 

944076141 

31.3209195 

9.9362613 

.001019368 

982 

964324 

946966168 

31.3368792 

9.9396363 

.001018330 

983 

966289 

949862087 

31.3528308 

9.9430092 

.001017294 

984 

968256 

952763904 

31.3687743 

9.9463797 

.001016260 

985 

970225 

955671625 

31.3847097 

9.9497479 

.001015228 

986 

972196 

958585256 

31.4006369 

9.9531138 

.001014199 

987 

974169 

961504803 

31.4165561 

9.9564775 

.001013171 

988 

976144 

964430272 

31.4324673 

9.9598389 

.001012146 

989 

978121 • 

967361669 

31.4483704 

9.9631981 

.001011122 

990 

980100 

970299000 

31.4642654 

9.9665549 

.001010101 

991 

982081 

973242271 

31.4801525 

9.9699095 

.001009082 

992 

984064 

976191488 

31.4960315 

9.9732619 

.001008065 

993 

986049 

979146657 

31.5119025 

9.9766120 

.001007049 

994 

988036 

982107784 

31.5277655 

9.9799599 

.001006036 

995 

990025 

985074875 

31.5436206 

9.9833055 

.001005025 

996 

992016 

988047936 

31.5594677 

9.9866488 

.001004016 

997 

994009 

991026973 

31.5753068 

9.9899900 

.001003009 

998 

996004 

994011992 

31.5911380 

9.9933289 

.001002004 

999 

998001 

997002999 

31.6069613 

9.9966656 

.001001001 

1000 

1000000 

1000000000 

31.6227766 

10.0000000 

.001000000 

1001 

1002001 

1003003001 

31.6385840 

10.0033322 

.0009990010 

1002 

1004004 

1006012008 

31.6543836 

10.0066622 

.0009980040 

1003 

1006009 

1009027027 

31.6701752 

10.0099899 

.0009970090 

1004 

1008016 

1012048064 

31.6859590 

10.0133155 

.0009960159 

1005 

1010025 

1015075125 

31.7017349 

10.0166389 

.0009950249 

1006 

1012036 

1018108216 

31 7175030 

10.0199601 

.0009940358 

1007 

1014049 

1021147343 

31.7332633 

10.0232791 

.0009930487 

1008 

1016064 

1024192512 

31.7490157 

10.0265958 

.0009920635 

1009 

1018081 

1027243729 

31.7647603 

10.0299104 

.0009910803 

1010 

1020100 

1030301000 

31.7804972 

10.0332228 

.0009900990 

1011 

1022121 

1033364331 

31.7962262 

10.0365330 

.0009891197 

1012 

1024144 

1036433728 

31.8119474 

10.0398410 

.0009881423 

1013 

1026169 

1039509197 

31.8276609 

10.0431469 

.0009871668 

1014 

1028196 

1042590744 

31.8433666 

10.0464506 

.0009861933 

1015 

1030225 

1045678375 

31.8590646 

10.0497521 

.0009852217 

1016 

1032256 

1048772096 

31.8747549 

10.0530514 

.0009842520 

101 7 

1034289 

1051871913 

31.8904374 

10.0563485 

.0009832842 

1018 

1036324 

1054977832 

31.9061123 

10.0596435 

.0009823183 

1019 

1038361 

1058089859 

31.9217794 

10.0629364 

.0009813543 























490 


CAMBRIA STEEL. 


MENSURATION. 


LENGTH. 

Circumference of circle = diameter X 3.1416. 

Diameter of circle = circumference X 0.3183. 

Side of square of equal periphery as circle = diameter X 0.7854. 
Diameter of circle of equal periphery as square = side X 1.2732. 
Side of an inscribed square = diameter of circle X 0.7071. 
Length of arc = No. of degrees X diameter X 0.008727. 
Circumference of circle whose diameter is 1 = 

7T = 3.14159265. 



7T 


= 0.318310 


or very nearly, = ^ 


-=r= 0.101321 

7T Z 


= 0.564190 

V' 

= r 2 — x 2 — (r — v) 


= r ~ V r! ~T : 


or, very nearly, = ^ 


AREA. 

Triangle = base X half perpendicular height. 

Parallelogram = base X perpendicular height. 

Trapezoid = half the sum of the parallel sides X perpendicular 
height. 

Trapezium, found by dividing into two triangles. 

Circle = diameter squared X 0.7854; or, = circumference 
squared X 0.07958. 

Sector of circle = length of arc X half radius. 












CAMBRIA STEEL, 


491 


Segment of circle = area of sector of equal radius — triangle 
when segment is less, and + triangle when segment is greater 
than the semicircle; also for flat segments very nearly = 



Side of square of equal area as circle = diameter X 0.8862; also, 
= circumference X 0.2821. 

Diameter of circle of equal area as square = side X 1.1284. 
Parabola = base X § height. 

Ellipse = long diameter X short diameter X 0.7854. 

Regular polygon = sum of sides X half perpendicular distance 
from center to sides. 

Cylinder = (circumference X height) + area of both ends. 
Sphere = diameter squared X 3.1416; 


also, = circumference X diameter. 


Segment of sphere = (height of segment X circumference of 
sphere of which it is a part) + area of base. 

Right pyramid or cone = periphery or circumference of base X 
half slant height. 

Frustum of a regular right pyramid or cone = (sum of peripheries 
or circumferences of the two ends X half slant height) + area 
of both ends. 


SOLID CONTENTS. 


Prism, right or oblique, = area of base X perpendicular height. 

Cylinder, right or oblique = area of section at right angles to 
sides X length of side. 

Sphere = diameter cubed X 0.5236; also, = surface X £ 
diameter. 

Segment of sphere = (height squared + three times the square 
of radius of base) X (height X 0.5236). 

Side of an equal cube = diameter of sphere X 0.806. 

Length of an equal cylinder = diameter of sphere X 0.6667. 

Pyramid or cone, right or oblique, regular or irregular, = area 
of base X § perpendicular height. 

Frustum of cone = multiply area of two ends together, extract 
the square root; add to this root the two areas and X i altitude. 





492 CAMBRIA STEEL. 


WEIGHTS AND MEASURES. 

AVOIRDUPOIS WEIGHT. 

United States and British. 


Grains. 

Drains. 

. Ounces. 

Pounds. 

Hundred¬ 

weight. 

Gross Tons. 

1 . 

.03657 

.002286 

.000143 

.00000128 

.000000064 

27.34375 

1 . 

.0625 

.003906 

.00003488 

.000001744 

437.5 

16. 

1 . 

.0625 

.00055804 

.00002790 

7000. 

256. 

16. 

1 . 

.0089286 

.0004464 

784000. 

28672. 

1792. 

112. 

1 . 

.05 

15680000. 

573440. 

35840. 

2240. 

20. 

1 . 


1 pound avoirdupois = 1.215278 pounds troy. 
1 net ton = 2000 pounds = .892857 gross ton. 


TROY WEIGHT. 
United States and British. 


Grains. 

Pennyweight. 

Ounces. 

Pounds. 

1 

.041667 

.0020833 

.0001736 

24 

1 . 

.05 

.0041667 

480 

20. 

1 . 

.0833333 

5760 

240. 

12. 

1 . 


1 pound troy = .822857 pound avoirdupois. 
175 ounces troy = 192 ounces avoirdupois. 


APOTHECARIES’ WEIGHT. 
United States and British. 


Grains. 

Scruples. 

Drains. 

Ounces. 

Pounds. 

1 

.05 

.016667 

.0020833 

.000173611 

20 

1 . 

.333333 

.0416667 

.0034722 

60 

3. 

1 . 

.125 

.0104167 

480 

24. 

8. 

1 . 

.0833333 

5760 

288. 

96. 

12. 

1 . 


The pound, ounce and grain are the same as in troy weight. 
The avoirdupois grain = troy grain — apothecaries’ grain. 











































CAMBRIA STEEL. 493 


WEIGHTS AND MEASURES—Continued. 

LINEAR MEASURE. 

United States and British. 


Inches. 

Feet. 

Yards. 

Rods. 

Furlongs. 

Miles. 

1 

.08333 

.02778 

.0050505 

.00012626 

.00001578 

12 

1 . 

.33333 

.0606061 

.00151515 

.00018939 

36 

3. 

1 . 

.1818182 

.00454545 

.00056818 

198 

16.5 

5.5 

1 . 

.025 

.003125 

7920 

660. 

220. 

40. 

1 . 

.125 

63360 

5280. 

1760. 

320. 

8. 

1 . 


ROPE AND CABLE MEASURE. 

1 inch = .111111 span = .013889 fathom = .0001157 cable’s length. 

1 span = 9 inches — .125 fathom = .00104167 cable’s length. 

1 fathom = 6 feet = 8 spans = 72 inches = .008333 cable’s length. 

1 cable’s length = 120 fathoms = 720 feet = 960 spans = 8640 inches. 

NAUTICAL MEASURE. 

1 nautical mile, as adopted by the United States Coast and Geodetic Survey, 
equals the length of one minute of arc of a great circle of a sphere whose surface 
equals that of the earth = 6080.204 feet = 1.1516 statute miles. 

1 league = 3 nautical miles = 18240.613 feet. 

GUNTER’S CHAIN. 

1 link = 7.92 inches = .01 chain = .000125 mile. 

1 chain = 100 links = 66 feet = 4 rods = .0125 mile. 

1 mile = 80 chains = 8000 links. 


SQUARE OR LAND MEASURE. 

United States and British. 


Square 

Inches. 

Square Feet. 

Square Yards. 

Square Rods. 

Acres. 

Square 

Miles. 

1 

144 

1296 

39204 

6272640 

.006944 

1 . 

9.0 

272.25 

43560. 

27878400. 

.0007716 

.linn 

l. 

30.25 

4840. 

3097600. 







.03306 

1 . 

160. 

102400. 

.0002066 

.00625 

1 . 

640. 


.00000977 

.0015625 

1 . 


1 square rood = 40 square rods. 

1 acre = 4 square roods. 

1 square acre = 208.71 feet square. 




































494 CAMBRIA STEEL. 

WEIGHTS AND MEASURES—Continued. 

CUBIC OB SOLID MEASURE. 

United States and British. 

1 cubic inch = .0005787 cubic foot = .000021433 cubic yard. 

1 cubic foot = 1728 cubic inches = .03703704 cubic yard. 

1 cubic yard = 27 cubic feet = 46656 cubic inches. 

1 cord of wood = 128 cubic feet = 4 feet by 4 feet by 8 feet. 

1 perch of masonry = 24.75 cubic feet = 16.5 feet by 1.5 feet by 1 foot. It 
is usually taken as 25 cubic feet. 


DR7 MEASURE. 
United States only. 


Pints. 

Quarts. 

Gallons. 

Pecks. 

Bushels 

Cubic Inches. 

1 

.50 

.125 

.0625 

.015625 

33.6003125 

2 

1 . 

.25 

.125 

.03125 

67.200625 

8 

4. 

1 . 

.05 

.125 

268.8025 

16 

8. 

2. 

1 . 

.25 

537.605 

64 

32. 

8. 

4. 

1 . 

2150.42 


1 heaped bushel = 1.25 struck bushel, and the cone must be not less than 
6 inches high. 


LIQUID MEASURE. 
United States only. 


Gills. 

Pints. 

Quarts. 

Gallons. 

Barrels. 

Cubic Inches. 

1 

.25 

.125 

.03125 

.000992 

7.21875 

4 

1 . 

.5 

.125 

.003968 

28.875 

8 

2. 

1 . 

.25 

.007937 

57.75 

32 

8. 

4. 

1 . 

.031746 

231. 

1008 

252. 

126. 

31.5 

1 . 

7276.5 


The British imperial gallon = 277.410 cubic inches or 10 pounds avoirdupois 
of pure water at 62° F. and barometer at 30 inches. 

The British imperial gallon = 1.20091 United States gallons. 

1 fluid drachm = 60 minims = .125 fluid ounce = .0078125 pint. 

1 fluid ounce = 480 minims = 8 drachms = .0625 pint. 



































CAMBRIA STEEL 


495 


WEIGHTS AND MEASURES—Concluded. 

METRIC SYSTEM. 


Measures of Length, Capacity and Weight. 


LENGTH. 

Kilometre. 

Hecto¬ 

metre. 

Decametre. 

Metre 

Decimetre. 

Centimetre. 

Millimetre. 


Kilolitre 

Hectolitre 

Decalitre 

Litre 




CAPACITY. 

or 

or 

or 

or 

Decilitre. 

Centilitre. 

Millilitre. 


Stere. 

Decistere. 

Centistere. 

Millistere. 




WEIGHT. 

Kilo- 

Hecto- 

Deca- 

Gramme. 

Deci- 

Centi- 

Milli- 


gramme. 

gramme. 

gramme. 


gramme. 

gramme. 

gramme. 


1 

10 

100 

1000 

10000 

100000 

1000000 



1 

10 

100 

1000 

10000 

100000 




1 

10 

100 

1000 

10000 





1 

10 

100 

1000 





.1 

1 

10 

100 





.01 

.1 

1 

10 





.001 

.01 

.1 

1 


1 myriametre — 10 kilometres = 10000 metres. 

1 tonne = 1000 kilogrammes = 100 quintals = 10 myriagrammes. 

1 gramme = weight of 1 cubic centimetre of distilled water at its maximum 
density at sea level in latitude of Paris and barometer at 760 millimetres. 

1 litre = 1 cubic decimetre. 

METRIC SYSTEM. 


Square or Surface Measure. 


Square 

Kilometre. 

Square 
Hectometre 
or Hectare. 

Square 
Decametre 
or Are. 

Square 
Metre or 
Centiare. 

Square 

Decimetre. 

Square 

Centimetre. 

Square 

Millimetre. 

1 

100 

10000 

1000000 





1 

100 

10000 

1000000 




.01 

1 

100 

10000 

1000000 



.0001 

.01 

1 

100 

10000 

1000000 


.000001 

.0001 

.01 

1 

100 

10000 



.000001 

.0001 

.01 

1 

100 




.000001 

.0001 

.01 

1 


1 square myriametre = 100 square kilometres = 100 000 000 square metres. 


METRIC SYSTEM. 
Cubic Measure. 


Cubic Decametre. 

Cubic Metre. 

Cubic Decimetre. 

Cubic Centimetre. 

Cubic Millimetre. 

1 

1000 

1000000 

1000000000 


.001 

1 

1000 

1000000 

1000000000 

.000001 

.001 

1 

1000 

1000000 

.000000001 

.000001 

.001 

1 

1000 


.000000001 

.000001 

.001 

1 


1 cubic metre = 1 kilolitre = 1 stere. 








































































496 

CAMBRIA 

STEEL. 




TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




CUSTOMARY TO METRIC. 





Weights. 




Grains 

Troy Ounces 

Avoirdupois 

Avoirdupois 

Net Tons 

Gross Tons 

No. 

to 

to 

Ounces 

Pounds to 

of 2000 Pounds 

of 2240 Pounds 


Milligrammes. 

Grammes. 

to Grammes. 

Kilogrammes. 

to Tonnes. 

to Tonnes. 

1 

64.79892 

31.10348 

28.34953 

.45359 

.90718 

1.01605 

2 

129.59784 

62.20696 

56.69905 

.90718 

1.81437 

2.03209 

3 

194.39675 

93.31044 

85.04858 

1.36078 

2.72155 

3.04814 

4 

259.19567 

124.41392 

113.39811 

1.81437 

3.62874 

4.06419 

5 

323.99459 

155.51740 

141.74763 

2.26796 

4.53592 

5.08024 

6 

388.79351 

186.62088 

170.09716 

2.72155 

5.44311 

6.09628 

7 

453.59243 

217.72437 

198.44669 

3.17515 

6.35029 

7.11233 

8 

518.39135 

248.82785 

226.79621 

3.62874 

7.25748 

8.12838 

9 

583.19026 

279.93133 

255.14574 

4.08233 

8.16466 

9.14442 


1 Avoirdupois Pound = 453.5924277 Grammes. 




Linear Measure. 




64ths of an 

Inches 

Feet 

Yards 

Statute Miles 

Nautical Miles 

No. 

Inch to 

to 

to 

to 

to 

to 


Millimetres. 

Centimetres. 

Metres. 

Metres. 

Kilometres. 

Kilometres. 

1 

.39688 

2.54001 

.304801 

.914402 

1.60935 

1.85325 

2 

.79375 

5.08001 

.609601 

1.828804 

3.21869 

3.70650 

3 

1.19063 

7.62002 

.914402 

2.743205 

4.82804 

5.55975 

4 

1.58750 

10.16002 

1.219202 

3.657607 

6.43739 

7.41300 

5 

1.98438 

12.70003 

1.524003 

4.572009 

8.04674 

9.26625 

6 

2.38125 

15.24003 

1.828804 

5.486411 

9.65608 

11.11950 

7 

2.77813 

17.78004 

2.133604 

6.400813 

11.26543 

12.97275 

8 

3.17501 

20.32004 

2.438405 

7.315215 

12.87478 

14.82600 

9 

3.57188 

22.86005 

2.743205 

8.229616 

14.48412 

16.67925 


1 

Nautical Mile = 

1853.25 

Metres. 



1 

Gunter’s 

Chain = 

20.1168 Metres. 



1 

Fathom 

= 

1.829 

Metres. 
















































CAMBRIA 

STEEL. 


497 


TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




METRIC TO CUSTOMARY. 



• ^ 


Weights. 




Milligrammes 

Grammes 

Grammes 

Kilogrammes 

Tonnes 

Tonnes 

No. 

to 

to 

to Avoirdupois 

to Avoirdupois 

to Net Tons of 

to Gross Tons of 


Grains. 

Troy Ounces. 

Ounces. 

Pounds. 

2000 Pounds. 

2240 Pounds. 

1 

.01543 

.03215 

.03527 

2.20462 

1.10231 

.98421 

2 

.03086 

.06430 

.07055 

4.40924 

2.20462 

1.96841 

3 

.04630 

.09645 

.10582 

6.61387 

3.30693 

2.95262 

4 

.06173 

.12860 

.14110 

8.81849 

4.40924 

3.93682 

5 

.07716 

.16075 

.17637 

11.02311 

5.51156 

4.92103 

6 

.09259 

.19290 

.21164 

13.22773 

6.61387 

5.90524 

7 

.10803 

.22506 

.24692 

15.43236 

7.71618 

6.88944 

8 

.12346 

.25721 

.28219 

17.63698 

8.81849 

7.87365 

9 

.13889 

.28936 

.31747 

19.84160 

9.92080 

8.85785 


1 Kilogramme = 15432.35639 Grains. 





Linear Measure. 




Millimetres 

Centimetres 

Metres 

Metres 

Kilometres 

Kilometres 

No. 

to 64ths of an 

to 

to 

to 

to 

to 


Inch. 

Inches. 

Feet. 

Yards. 

Statute Miles. 

Nautical Miles. 

1 

2.51968 

.39370 

3.280833 

1.093611 

.62137 

.53959 

2 

5.03936 

.78740 

6.561667 

2.187222 

1.24274 

1.07919 

3 

7.55904 

1.18110 

9.842500 

3.280833 

1.86411 

1.61878 

4 

10.07872 

1.57480 

13.123333 

4.374444 

2.48548 

2.15837 

5 

12.59840 

1.96850 

16.404167 

5.468056 

3.10685 

2.69796 

6 

15.11808 

2.36220 

19.685000 

6.561667 

3.72822 

3.23756 

7 

17.63776 

2.75590 

22.965833 

7.655278 

4.34959 

3.77715 

8 

20.15744 

3.14960 

26.246667 

8.748889 

4.97096 

4.31674 

9 

22.67712 

3.54330 

29.527500 

9.842500 

5.59233 

4.85633 


































498 CAMBRIA STEEL. 


TABLES FOR CONVERTING UNITED STATES 
WEIGHTS AND MEASURES. 

CUSTOMARY TO METRIC. 


Square Measure. 


No. 

Square Inches 

to Square 

Centimetres. 

Square Feet 

to 

Square Metres. 

Square Yards 

to 

Square Metres. 

Acres 

to 

Hectares. 

Square Miles 

to Square 

Kilometres. 

1 

6.45163 

.09290 

.83613 

.40470 

2.59000 

2 

12.90325 

.18581 

1.67226 

.80939 

5.18000 

3 

19.35488 

.27871 

2.50839 

1.21409 

7.77000 

4 

25.80650 

.37161 

3.34452 

1.61879 

10.35999 

5 

32.25813 

.46452 

4.18065 

2.02349 

12.94999 

6 

38.70975 

.55742 

5.01679 

2.42818 

15.53999 

7 

45.16138 

.65032 

5.85292 

2.83288 

18.12999 

8 

51.61300 

.74323 

6.68905 

3.23758 

20.71999 

9 

58.06463 

.83613 

7.52518 

3.64228 

23.30999 


1 Square Statute Mile = 259.00 Hectares. 


Cubic Measure 


No. 

Cubic Inches 

to 

Cubic Centimetres. 

Cubic Inches 

to 

Cubic Decimetres. 

Cubic Feet 

to 

Cubic Metres. 

Cubic Yards 

to 

Cubic Metres. 

1 

16.38716 

.01639 

.02832 

.76456 

2 

32.77432 

.03277 

.05663 

1.52912 

3 

49.16148 

.04916 

.08495 

2.29368 

4 

65.54864 

.06555 

.11327 

3.05824 

5 

81.93580 

.08194 

.14159 

3.82280 

6 

98.32296 

.09832 

.16990 

4.58736 

7 

114.71013 

.11471 

.19822 

5.35192 

8 

131.09729 

.13110 

.22654 

6.11648 

9 

147.48445 

.14748 

.25485 

6.88104 




































CAMBRIA STEEL. 499 


TABLES FOR CONVERTING UNITED STATES 
WEIGHTS AND MEASURES. 

METRIC TO CUSTOMARY. 


Square Measure. 


No. 

Square Centi¬ 
metres to 

Square Inches. 

Square Metres 

to 

Square Feet. 

Square Metres 

to 

Square Yards. 

Hectares 

to 

Acres. 

Square Kilo¬ 
metres to 

Square Miles. 

1 

.15500 

10.76387 

1.19599 

2.47104 

.38610 

2 

.31000 

21.52773 

2.39197 

4.94209 

.77220 

3 

.46500 

32.29160 

3.58796 

7.41313 

1.15830 

4 

.62000 

43.05547 

4.78394 

9.88418 

1.54440 

5 

.77500 

53.81934 

5.97993 

12.35522 

1.93050 

6 

.93000 

64.58320 

7.17591 

14.82626 

2.31660 

7 

1.08500 

75.34707 

8.37190 

17.29731 

2.70270 

8 

1.24000 

86.11094 

9.56788 

19.76835 

3.08880 

9 

1.39500 

96.87481 

10.76387 

22.23940 

3.47490 


1 Hectare = .003861 Square Statute Mile. 


Cubic Measure 


No. 

Cubic Centimetres 

to 

Cubic Inches. 

Cubic Decimetres 

to 

Cubic Inches. 

Cubic Metres 

to 

Cubic Feet. 

Cubic Metres 

to 

Cubio Yards. 

1 

.06102 

61.02338 

35.31445 

1.30794 

2 

.12205 

122.04676 

70.62891 

2.61589 

3 

.18307 

183.07013 

105.94336 

3.92383 

4 

.24409 

244.09351 

141.25782 

5.23177 

5 

.30512 

305.11689 

176.57227 

6.53971 

6 

.36614 

366.14027 

211.88673 

7.84766 

7 

.42716 

427.16365 

247.20118 

9.15560 

8 

.48819 

488.18702 

282.51564 

10.46354 

9 

.54921 

549.21040 

317.83009 

11.77149 





























500 

CAMBRIA 

STEEL. 




TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




CUSTOMARY TO METRIC. 




Capacity Measures. 








Fluid Drachms 

Fluid Ounces 


Liquid Quarts 

Gallons 

Gallons 

Bushels 








to Millilitres 

to Millilitres 

No. 

to 

to 

to 

to 








or Cubic 

or Cubic 


Litres. 

Litres. 

Cubic Metres. 

Hectolitres. 








Centimetres. 

Centimetres. 

1 

.94636 

3.78543 

.00379 

.35239 

3.69671 

29.57370 

2 

1.89272 

7.57087 

.00757 

.70479 

7.39343 

59.14741 

3 

2.83908 

11.35630 

.01136 

1.05718 

11.09014 

88.72111 

4 

3.78543 

15.14174 

.01514 

1.40957 

14.78685 

118.29482 

5 

4.73179 

18.92717 

.01893 

1.76196 

18.48357 

147.86852 

6 

5.67815 

22.71260 

.02271 

2.11436 

22.18028 

177.44222 

7 

6.62451 

26.49804 

.02650 

2.46675 

25.87699 

207.01593 

8 

7.57087 

30.28347 

.03028 

2.81914 

29.57370 

236.58963 

9 

8.51723 

34.06891 

.03407 

3.17154 

33.27042 

266.16334 

Miscellaneous. 


Pounds per 

Pounds per 

Pounds per 

Pounds per 








Foot-Pounds 

United States 


Lineal Foot to 

Square Inch to 

Square Foot to 

Cubic Foot to 








to 

Horsepower 

No. 

Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogrammes 








Kilogramme- 

to Metric 


per Lineal 

per Square 

per Square 

per Cubic 








Metres 

Horsepower. 


Metre. 

Centimetre. 

Metre. 

Metre. 



1 

1.48816 

.07031 

4.88241 

16.01837 

.13826 

1.01387 

0 

(k! 

2.97632 

.14061 

9.76482 

32.03674 

.27651 

2.02775 

3 

4.46448 

.21092 

14.64723 

48.05510 

.41477 

3.04162 

4 

5.95264 

.28123 

19.52963 

64.07348 

.55302 

4.05549 

5 

7.44081 

.35153 

24.41204 

80.09185 

.69128 

5.06937 

6 

8.92897 

.42184 

29.29445 

96.11021 

.82953 

6.08324 

7 

10.41713 

.49215 

34.17686 

112.12858 

.96779 

7.09711 

8 

11.90529 

.56245 

39.05927 

128.14695 

1.10604 

8.11098 

9 

13.39345 

.63276 

43.94168 

144.16532 

1.24430 

9.12486 





































CAMBRIA 

STEEL. 


501. 


TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




METRIC TO CUSTOMARY. 




Capacity Measures. 








Millilitres or 

Millilitres or 


Litres 

Litres 

Cubic Metres 

Hectolitres 








Cubic Centi- 

Cubic Centi- 

No. 

to 

to 

to 

to 








metres to 

metres to 


Fluid Quarts. 

Gallons. 

Gallons. 

Bushels. 








Fluid Drachms. 

Fluid Ounces. 

1 

1.05668 

.26417 

264.17047 

2.83774 

.27051 

.03381 

2 

2.11336 

.52834 

528.34093 

5.67548 

.54102 

.06763 

3 

3.17005 

.79251 

792.51140 

8.51323 

.81153 

.10144 

4 

4.22673 

1.05668 

1056.68187 

11.35097 

1.08204 

.13526 

5 

5.28341 

1.32085 

1320.85234 

14.18871 

1.35255 

.16907 

6 

6.34009 

1.58502 

1585.02280 

17.02645 

1.62306 

.20288 

7 

7.39677 

1.84919 

1849.19327 

19.86420 

1.89357 

.23670 

8 

8.45345 

2.11336 

2113.36374 

22.70194 

2.16408 

.27051 

9 

9.51014 

2.37753 

2377.53420 

25.53968 

2.43460 

.30432 

Miscellaneous. 


Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogrammes 








Kilogramme- 

Metric 


per Lineal 

per Square 

per Square 

per Cubic 








Metres 

Horsepower to 

No. 

Metre to 

Centimetre to 

Metre to 

Metre to 








to 

United States 


Pounds per 

Pounds per 

Pounds per 

Pounds per 








Foot-Pounds. 

Horsepower. 


Lineal Foot. 

Square Inch. 

Square Foot. 

Cubic Foot. 



1 

.67197 

14.22340 

.20482 

.06243 

7.23300 

.98632 

2 

1.34393 

28.44680 

.40963 

.12486 

14.46600 

1.97264 

3 

2.01590 

42.67020 

* .61445 

.18728 

21.69899 

2.95895 

4 

2.68787 

56.89359 

.81927 

.24971 

28.93199 

3.94527 

5 

3.35984 

71.11699 

1.02408 

.31214 

36.16499 

4.93159 

6 

4.03180 

85.34039 

1.22890 

.37457 

43.39799 

5.91791 

7 

4.70377 

99.56379 

1.43372 

.43700 

50.63098 

6.90423 

8 

5.37574 

113.78719 

1.63854 

.49943 

57.86398 

7.89054 

9 

6.04770 

128.01059 

1.84335 

.56185 

65.09698 

8.87686 






































502 CAMBRIA STEEL. 


INDEX. 


PAGE 

Angles, bulb, cuts of sections of. 18,19 

“ properties of. 172,173 

“ weights and dimensions of. 41 

connection, for I-beams and channels, cuts of. 43 

“ “ “ notes on. 42,46 

“ “ “ tables of. 44-49 

“ “ location of. 44,45 

cuts of sections of special, equal and unequal legs. 17 

“ “ standard, equal legs. 15 

“ “ “ unequal legs. 16' 

“ “ bulb and top guard angles. 18, 19 

explanation of tables of properties of. 160 

maximum sizes of rivets, and spacing of rivet and bolt holes in 50, 328 

properties of special, equal legs. 178,179 

“ “ unequal legs. 184,185 

“ standard, equal legs. 174-177 

“ “ unequal legs. 180-183 

radii of gyration for two, back to back. 189-191 

tables of safe loads for, used as beams. 120-141 

“ “ “ “ “ “ notes on. 77-85 

weights and dimensions of special, equal legs. 40 

“ “ “ unequal legs. 41 

“ “ standard, equal legs. 38 

“ “ “ unequal legs. 39,40 

Apothecaries’ weight. 492 

Arches, notes and tables for spacing tie rods for tile. 64,65 

“ of floor, end construction. 57 

“ “ of material for fireproof floor. 56,57 

“ on thrust of..„.63, 66-69 

“ “ tie rods to withstand thrust of. 63 

terra-cotta floor, explanation of tables of. 58 

“ “ flat and segmental, tables of. 59-61 

tests and breaking loads for hollow tile floor. 62 

weights of hollow brick and tile floor. 57 

“ segmental floor. 57 

Areas, method of increasing sectional. 20 

of circles. 441-463 

“ “ for diameters ’.-eater than one hundred. 453 

“ flat rolled steel bars. 422-427 

“ hollow cast iron columns. 274, 275 

“ rivet holes, to be deducted to obtain net areas of plates. 328,329 

“ square and round bars. 409, 415 

“ various sections, formulae for. 150-157 

for standard sections. 148,149 

Atlanta, extracts from building laws of.300-321 

Avoirdupois weight. 492 

Baltimore, extracts from building laws of. 300-321 

Band or hoop steel, table of weights of. 428 

Bands, light, dimensions of. 27 

Bars, eye. 349 

flat, dimensions of upset screw mds for. 348 

rolled steel, areas of. 422-427 

notes on areas of. 427 

weights of. 440 

“ “ weights of. 429-440 

lattice, sizes of and rivet spacing in, for latticed channel columns 244 

round and square, dimensions of upset screw ends for. 344-347 

“ weights, areas and circumferences of. 409—415 

sheet and tin. 30 

Bases, typical details of column. 217 

Beam box girders, explanations of tables of safe loads for. 277 


































































CAMBRIA STEEL. 


503 


PAGE 

Beam box girders, tables of safe loads for. 278-288 

Beams, notes on bearing plates for shapes used as. 51 

coefficients for deflection of. 80,81 

general formulae for flexure of. 142,143 

girders, notes on. 42 

grillage, notes on, for foundations. 299 

I section, cast iron .separators for. 54,55 

cuts of sections of special. 4, 5,7,9 

standard. 2-4, 6-8 

standard connection angles for. 43 

explanation of tables of properties of. 158, 159 

diagram of sections of minimum standard. 22 

location of connection angles for. 44,45 

maximum bending moments in foot pounds for. 118 

size of rivets in. 44,328 

minimum spans for, with standard connection angles 47 

notes on lateral strength of. 66-71 

without lateral support. 70 

safe loads for. 82-87 

■“ spacing for. 84-87 

proportions of sections of standard. 21 

spacing of rivet and bolt holes in flanges and con¬ 
nection angles of. 48 

spans limiting and maximum safe loads due to crip¬ 
pling of web. 78 

tables of bearing plates for. 53 

properties of special. 166,167 

“ “ standard. 164-167 

safe loads for. 88-99 

“ * used as columns.. ... 218-221 

“ spacing for... 106-117 

tangent distances between fillets. 48 

weights and dimensions of special. 35 

standard. 34, 35 

reduction in safe loads and fibre stress, due to lateral flexure of. 71 

of uniform section, bending moments and deflections for. 144-147 

“ safe superimposed loads and shears for... . 144-147 

wooden, notes on bearing at points of support. 378 

notes on safe loads for. 375-378 

tables of safe loads for. 388-393 

Bearing plates for I-beams and channels, tables of sizes of. 52, 53 

“ for shapes used as beams notes on. 51 

values of pin plates, tables of. 331 

wall plates, safe uni.. 52 

rivets and plates. 324, 325 

of wooden beams at points of support, notes on. 378 

Bearings and bearing plates, standard, tables of sizes of. 52 

Bending moments for beams of uniform section. 144-147 

for I-beams and channels, tables of maximum. 118,119 

for pins, tables of maximum. 332,333 

Billets, dimensions of square and round cornered steel. 27-30 

Blooms, “ steel. 28,29 

Bolsters for column bases, typical details of.. 217 

Bolts for standard and special cast iron beam separators. 54, 55 

weights of round headed, without nuts. 340 

with square heads and nuts. Manufacturers’ standard 338,339 

Bolt heads, weights and dimensions of, Manufacturers’ standard. 341 

Bolts and nuts, Franklin Institute standard. 334-337 

Bolt and rivet holes, spacing of, through connection angles. . 48, 49 

Boston, extracts from building laws of. 300-321 

Box girders, beam, tables of safe loads of. 278-288 

“ “ “ “ explanation of. 277 

Brackets for riveted columns, typical details of. 217 

Brass, weights of sheets and plates of.. 402,403 

Breaking unit stresses, tables of, for timber. 382-387 

Brick, hollow, for partitions and arches, weights of. 57 




































































504 CAMBRIA STEEL. 


PAGE 

Bridge pins and nuts, dimensions of. 354 

Buffalo, extracts from building laws of. 300-321 

Building laws of various cities, extracts from. 300-321 

Bulb angles, cuts of sections of. 18,19 

properties of. 172, 173 

“ weights and dimensions of. 41 

Cable and rope measure. 493 

Car forgings and pressed steel parts. 24, 25 

Cast iron columns, tables of safe loads for hollow, round.. . 274, 275 

“ “ “ strength of hollow, round and rectangular 276 

“ basesfor columns, typical details of. 217 

“ separators, standard and special, for I-beams. 54,55 

Ceilings, weights of porous terra-cotta for.... 57 

Center of gravity, formuhe for location of, in Cambria sections. 148, 149 

“ location of, in various sections. 150-157 

Chains, dimensions and weights of, safe loads for. 353 

Channel and plate columns, tables of dimensions of. 206-209 

“ “ “ safe loads for, series A. 246-259 

“ “ “ “ “ “ series B. 260-273 

columns, latticed, diameter of rivets for. 245 

spacing of rivets for lacing bars. 244 

tables of dimensions of. 204 

safe loads for.... %. 242-245 

Channels, bearing plates for, tables of. 53 

“ (standard) for, tables of. 52 

cuts of sections of special. 12-14 

“ “ standard. 10-12 

“ standard connection angles for. 43 

diagram of sections of minimum standard. 23 

explanation of properties of standard and special. 159 

limiting spans and maximum safe loads due to web crip¬ 
pling. 79 

maximum bending moments in foot pounds for. 119 

size of rivets for. 50, 328 

minimum spans for, with standard connection angles. 46 

proportions of sections of standard. 21 

safe loads for, tables of. 100-105 

“ “ notes on. 82-87 

spacing of rivet and bolt holes in flanges and connection 

angles of. 49 

tables of properties of special. 170, 171 

“ “ standard. 168, 169 

tangent distances between fillets. 49 

weights and dimensions of special.. 37 

“ “ standard.... 36,37 

Chicago, extracts from building laws of. 300-321 

Cincinnati, extracts from building laws of. 300-321 

Circles, areas and circumferences of, for diameters greater than 100. . 453 

“ “ tables of. 441-463 

Circular plates, limiting sizes of. 32, 33 

Circumferences of circles. 441-463 

“ “ for diameters greater than 100. 453 

“ round bars. 409-415 

Cities, extracts from building laws of various. 300-321 

Cleveland, extracts from building laws of. 300-321 

Clevises, dimensions of. 352 

Coefficients of deflection for beams, explanation of tables of. 159 

shapes used as beams. 80 

strength, explanation of tables of, for I-beams. 158 

Columns, bases for, typical details of. 217 

cast iron, hollow, round and rectangular, strength of. 276 

“ tables of safe loads for. 274,275 

I-beams used as, tables of safe loads for. 218,221 

latticed channel, diameter of rivets for.. 245 

lattice bars and stay plates for. 244, 245 

tables of dimensions of. 204 


































































CAMBRIA STEEL. 


505 


Columns, latticed channels, tables of safe loads for. 

plate and channel, tables of dimensions of. 

“ “ safe loads for, series A. 

<< a a a a a a a a g 

steel, examples of the use of the tables of strength of. 

“ explanation of tables of dimensions and safe loads for. 

‘ ‘ medium, tables of strength of. 

“ soft “ “ . 

' wooden, notes on.. 

‘ ‘ tables of strength of. 

Compound shapes, properties of, notes on. 

Concrete, reinforced, for floor slabs, notes on. 

“ “ “ “ formulae for and tables of. 

Connection angles for I-beams and channels, cuts of. 

“ “ “ “ notes on. 

spacing of rivet and 

bolt holes in. 

‘ beams, location of. 

“ “ notes on. 

Conversion tables, U. S. weights and measures to metric and vice 

versa . 

Copper, weights of sheets and plates of. 

Counter rods, loop-welded eyes, dimensions of.. 

“ with solid or upset eyes, dimensions of. 

Crane rail, cut of section of. 

‘‘ weight, dimensions and properties of. 

Crippling of webs of I-beams and channels, notes and tables on. 

Cubes and cube roots, tables of. 

Cubic or solid measure. 

Customary weights and dimensions, converted to metric. 

Cuts of sections of angles, special equal and unequal legs. 

standard, equal legs. 

“ unequal legs. 

bulb. 


“ “ “ special I. 

“ “ “ standard I. 

channels, special and ship.. 

“ “ “ standard. 

connection angles, standard. 

crane rail... 

“ typical details for steel columns, column bases and plate 

girders.•.. 

Cut nails, tables of. 

Decimal gauges, standard, tables of... 

parts of a foot for each dz of an inch, tables of. 

“ an inch “ “ “ “ . 

Deflection, coefficient of, for beams, explanation of tables of. 

“ “ shapes used as beams, tables of. 

of beams, formulae for. 

Denver, extracts from building laws of. 

Design of reinforced concrete floor slabs... 

Details of plate girders and column bases, steel columns, splices and 

brackets... 

Detroit, extracts from building laws of. 

Diagram for minimum standard beams. 

“ “ channels. 

Dimensions and safe loads of steel columns, explanation of tables of... 

of chains, weights of, safe loads for. 

“ angles, special, equal legs. 

“ unequal legs. 

“ “ standard, equal legs. 

“ “ “ unequal legs.... 

“ bolts and nuts, Franklin Institute standard. 

“ bolt heads and nuts, Manufacturers’ standard. 

“ bridge pins, nuts and pilot nuts. 

“ bulb angles. 


PAGE 

242-245 
206-209 
246-259 
260-273 
196 
196,197 
194,195 
192,193 
375 
394,395 
163 
73 
74,75 
43 
42,46 

48,49 

44,45 

42 

496-501 
402, 403 
356,357 
355 
20 
188 
76-79 
473-489 
494 
496-501 
17 

15 

16 
18, 19 

4, 5, 7, 9 
2-4,6-8 
12-14 
10-12 

43 
20 

217 

360 

400 

404-407 

408 

159 

80,81 

142-147 

300-321 

74,75 

217 

300-321 

22 

23 

196, 197 

353 

40 

41 
38 

39,40 

334 

341-343 

354 
41 






































































506 CAMBRIA STEEL. 


PAGE 

Dimensions of cast iron separators, standard and special, and bolts 


for beams. 54,55 

“ channels, special and ship. 37 

“ “ standard. 36,37 

“ clevises. 352 

“ columns, explanation of tables for. 196,197 

“ counter and lateral rods with loop welded eyes. 356, 357 

“ edged and sheared plates. 31-33 

“eye bars. 349 

‘ ‘ flats and thin flats or light bands. 27 

“ I-beams, special.. 35 

“ “ standard. 34,35 

“ lateral pins and rods. 355 

“ lattice bars to be used with latticed channel columns.. . 244 

“ latticed channel columns, tables of. 204 

“ minimum stay plates with latticed channel columns. . . 245 

“ plate and angle columns, tables of. 198, 199 

" plate and channel columns, tables of, series A and B . . . 206-209 

1 ‘ right and left nuts. 351 

“ rivet heads after driving. 352 

“ standard pipe. 362-364 

* * standard T-rails and crane rail. 188 

“ steel billets. 27-30 

“ square cornered. 28,29 

“ “ blooms and slabs. 28,29 

“ “ guide and hand rounds. 26 

“ “ ingots. 26 

“ “ squares. 26 

“ top guard angle. 41 

“ turnbuckles. 350 

“ upset screw ends for flat bars. 348 

round and square bars.. . 344-347 

Distance from neutral axis to extreme fibre of standard sections. 148, 149 

Door spreader section. 20 

Dry measure. 494 

Edged plates, dimensions of. 31 

Explanations of tables of properties of angles. 160 

channels. 159 

“ “ “ I-beams. 158,159 

safe loads for beam box girders and plate 

girders. 277 

“ “ terra-cotta floor arches. 58 

Eye bars, dimensions of. 349 

Factors of safety for various w r ooden structures. 380 

Fibre stress, allowable, for direct flexure, in extreme fibre. 71 

Fireproof floors and materials, notes and tables for. 56-75 

Flat bars, upset screw ends for. 348 

rolled steel bars, areas of. 422-427 

tables of weights of. 429-440 

Flats, regular and thin, dimensions of. 27 

Flexure of beams, formulse for. 142-147 

lateral, reduction of allowable stress in beams due to. 71 

strength of beams to resist thrust of arches. 66-69 

Floor arches, tables on end construction of. 57 

“ terra-cotta, flat and segmental. 58-61 

“ tests and breaking loads for hollow tile. 62 

slabs, reinforced concrete, notes on, design of. 73-75 

Floors, notes and tables for fireproof, and material for. 56-75 

usual live loads for. 42,300 

Foot, decimals of, for fractions of an inch, tables of. 404-407 

Forgings, car. 25 

Formula for bending moments, shears, safe loads and deflections. 144-147 

44 moments of inertia for Cambria sections. 148,149 

44 the properties of various sections. 150-157 

general, for flexure of beams. 142,143 

Foundations, notes on grillage beams for. 299 




































































CAMBRIA STEEL. 507 


PAGE 

Franklin Institute Standard for bolts and nuts. 334-337 

Functions, natural trigonometrical. 466-472 

Furring, weights of porous terra-cotta for. 57 

Gas, steam and water pipe, sizes of wrought iron welded. 362-364 

Gauge, table of American or Brown & Sharpe wire. 401 

“ Screw Co. screw wire. 401 

. “ Birmingham or Stubs iron wire. 401 

British Imperial standard wire. 401 

standard decimal. 400 

Trenton Iron Co. wire. 401 

U. S. standard for iron and steel sheets and plates.... 401 

Washburn & Moen Co. and Roebling’s Sons Co. wire. 401 

Girders, beam box and plate, explanations of tables of safe loads for. . 277 

tables of safe loads for. 278-288 

notes on beams used as. 42 

plate, stiffener angles and rivet spacing for, notes on. 277 

“ tables of safe loads for... 289-298 

Gravity, specific, for various kinds of timber. . 380 

of various substances, tables of. 396-399 

Grillage beams for foundations, notes on. 299 

Grip of rivets and bolts through flanges of beams and channels. 48,49 

“ “ lengths required for. 326 

Guide rounds, dimensions of. 26 

Gunter’s chain measure. 493 

Gyration, radii of, see Radii of gyration. 

Hand rounds, dimensions of. 26 

Hartford, extracts from building laws of. 300-321 

Heads or circular plates, limiting sizes of. 32, 33 

Heads, bolt, weights and dimensions of, Manufacturers’ standard.... 341 

rivet, dimensions of, after driving. 352 

square and hexagon, weights of, Franklin Institute standard... 336, 337 

Hollow brick, weights of, for arches and partitions.. 57 

round and rectangular cast iron columns, strength of.. 276 

Hoop or band steel, tables of weights of. 428 

Inch, decimals of, for each ^, tables of. 408 

“ a foot for fractions of an. 404-407 

Inertia, moments of, explanations of tables of, for rectangles. 160 

formulae for various sections. .. 151-157 

for standard sections. 148,149 

tables of, for rectangles. 186, 187 

Ingots, grades, sizes and weights of steel.; 26 

Jersey City, extracts from building laws of. 300-321 

Land or square measure. 493 

Lateral flexure, reduction of allowable fibre stress due to. 71 

pins and rods, dimensions of. 355 

rods, loop welded eyes, dimensions of. 356, 357 

strength of I-beams. 66-71 

without lateral support, notes on. 70 

Lattice bars to be used with latticed channel columns, rivet spacing for 244 

“ “ “ “ “ “ weights and di¬ 
mensions of. 244 

Latticed channel columns, spacing of rivets for lacing bam. 244 

rivets for, diameter of. 245 

tables of dimensions of. 204 

“ “ “ moments of inertia and section 

moduli of. 205 

“ “ “ safe loads for. 242-245 

Laws, building, of various cities, extracts from. 300-321 

Linear measure. 493 

Liquid “ 494 

Live loads for floors. 42,300 

Loads and unit stresses, allowable, from building laws of various cities. 300-321 

safe, see Safe Loads. 

Logarithms of numbers. 464,465 

Loop welded eyes for counter and lateral rods, dimensions of. 356, 357 

Los Angeles, extracts from building laws of. 300-321 






























































508 CAMBRIA STEEL. 


PAGE 

Louisville, extracts from building laws of. 300-321 

Machine bolts, Franklin Institute standard. 336,337 

“ Manufacturers’standard. 338,339 

Manufacturers’ standard chains. 353 

machine bolts and bolt heads. 338-341 

“ square and hexagon nuts. 342,343 

“ specifications. 3Q5-374 

“ structural and boiler steel. 365-374 

Masonry, allowable pressure on. 53 

Maximum loads for I-beams and channels due to web crippling.. 76-79 

shear at points of support, for beams of uniform section.... 144-147 

Measures, Metric System, length, capacity and weight. 495 

square or surface and cubic. 495 

U. S. and British, linear, rope, chain, nautical and land.... 493 

“ “ cubic or solid, dry and liquid. 494 

Measures and weights. 492-495 

U. S., tables for converting. 496-501 

Mensuration tables. 490,491 

Metric System, measures of length, capacity, weight, area and 

volume .. 495 

weights and measures converted to U. S. 496-501 

Milwaukee, extracts from building laws of. 300-321 

Minimum spans for beams and channels due to web crippling. 76-79 

“ with standard angle connections. 47 

channels with standard angle connections. 46 

Minneapolis, extracts from building laws of. 300-321 

Moduli, Section, for beams, explanation of. 158 

“ latticed channel columns. 205 

“ plate and angle columns. 200-202 

“ “ channel columns. 210-216 

“ various sections, formulae for. 151-157 

Moisture classification of wooden structures. 379,380 

Moments, bending, for beams of uniform section. 144-147 

of inertia, formula for standard sections. 148,149 

“ “ various sections. 151-157 

of latticed channel columns, tables of. 205 

“ plate and angle columns, tables of. 200-202 

“ plate and channel columns, tables of. 210-216 

“ rectangles, explanation of tables of. 160 

._ tables of. 186,187 

Nails, standard cut wire and miscellaneous, tables of. 358-361 

Natural sines, cosecants, tangents, etc. 466-472 

Nautical measure. 493 

Newark, extracts from building laws of. 300-321 

New Haven, “ “ “ “ “. 300-321 

New Orleans," “ “ “ “. 300-321 

New York, “ “ “ “ “. 300-321 

Nuts| dimensions of pin and pilot. 354 

“ right and left. 351 

square and hexagon, Franklin Institute standard. 334-337 

Manufacturers ’ standard. 342, 343 

Nuts and bolts. 334-339 

Partitions, weights and dimensions of porous terra-cotta and hollow 

brick for. 57 

Philadelphia, extracts from building laws of. 300-321 

Piles, wooden, safe loads and sizes for. 311 

Pilot nuts, bridge pins and pin nuts, dimensions of. 354 

Pins and rivets, explanation of tables of. 322 

Pin plates, table of bearing values of. 331 

Pins, dimensions of bridge. 354 

“ ‘‘lateral. 355 

table of maximum bending moments on. 332, 333 

Pipe, weights, dimensions and properties of standard. 362-364 

Pittsburgh, extracts from building laws of. 300-321 

Plate and angle columns, safe loads for, notes on. 196 

tables of dimensions of. 198,199 






































































CAMBRIA STEEL. 


509 


Plate and angle columns, tables of moments of inertia and section 

moduli of. 

“ “ “ “ safe loads for. 

“ channel “ “ “ dimensions of. 

moments of inertia and section 

moduli of. 

“ “ safe loads for, series A. 

“ *< *• << n a a a g 

girders, explanations of tables of safe loads for. 

safe loads for, tables of. 

‘‘ stiffener angles and rivet spacing for, notes on. 

Plates and sheets of steel, iron, copper and brass, weights of. 

bearing, for I-beams and channels, table of. 

“ shapes used as beams, notes on. 

edged, dimensions of. 

pin, table of bearing values of. 

riveted, tables of areas to be deducted to obtain net areas of. . . 

tables of bearing values of. 

sheared, tables of dimensions of. 

standard bearing, for I-beams and channels. 

stay, minimum sizes of, used with latticed channel columns. . . 

Portland, extracts from building laws of. 

Pressed steel car parts. 

Properties, examples of use of tables of, for standard sections. 

explanation of tables of, for I-beams. 

“ “ “ channels. 

“ “ “ angles. 

of compound shapes, notes on. 

various sections, formulae for. 

tables for, angles, special, equal legs. 

“ “ “ unequal legs. 

“ “ standard, equal legs. 

. “ unequal legs. 

“ channels, special and ship. 

“ “ “ “ standard..,. 

“ “ “ bulb. 

“ I-beams, special. 

“ “ “ standard. 

“ pipe, standard. 

“ T-rails, standard, and crane rail. 

Proportions of sections of standard I-beams and channels. 

Providence, extracts from building laws of. 

Radii of gyration for two angles, back to back, equal legs. 

“ “ “ “ “ “ “ “ unequal legs. 

“ “ “ “ “ “ “ “ example of use of tables 

of. 

“ of various sections, formulse for. 

Rail for cranes, cut of section of. 

“ properties, weights and dimensions of. 

Rails, T, properties, weights and dimensions of. 

Reciprocals, tables of. 

Rectangular hollow cast iron columns, strength of. 

Rectangles, tables of moments of inertia of. 

Reinforced concrete floor slabs. 

allowable unit stresses for. 

Right and left nuts, dimensions of. 

Rivet and bolt grips in flanges of I-beams and channels. 

Riveted plates, area to be deducted to obtain net area of. 

Riveting, conventional signs for... 

Rivets, areas to be deducted to obtain net area of riveted plates. 

dimensions of heads after driving. 

for latticed channel columns, lattice bars and stay plates. 

length of, required for different grips. 

spacing of, general rules for.. 

“ in latticed channel columns.. 

“ “ “ plate girders, notes on. 


PAGE 

200-202 

222-241 

206-209 

210-216 
246-259 
260-273 
277 
289-298 
277 
402, 403 
53 

51 
31 

331 
328,329 
324,325 
31-33 

52 
245 

300-321 

24 

161-162 
158,159 

159 

160 
163 

150- 157 
178,179 
184,185 
174-177 
180-183 
170,171 
168,169 
172,173 
166,167 
164-167 
362,363 

188 

21 

300-321 
189 
190,191 

196 

151- 157 

20 

188 

188 

473-489 

276 
186, 187 

74,75 
75,320 

351 
48,49 

328,329 
323 

328.329 

352 
245 
326 

277.330 
244 

277 









































































510 CAMBRIA STEEL. 


PAGE 

Rivets, tables of maximum sizes of, in angles. 50, 328 

“ “ “ “ “ “ I-beams and channels. 50,328 

“ “ shearing and bearing values of. 324,325 

“ “ spacing of. 329 

weight of round headed. 340 

“ 100, including 100 heads. 327 

Rochester, extracts from building laws of. 300-321 

Rods, counter and lateral, with loop welded eyes, dimensions of. 356, 357 

“ “ “ “ solid or upset eyes, dimensions of. 355 

Roofing, weights of porous terra-cotta for. 57 

materials, weights of. 72 

Rope and cable measure. 493 

Roots, square and cube, tables of. 473-489 

Round bars, circumferences, weights and areas of. 409-415 

“ upset screw ends for. 344,345 

hollow cast iron columns, strength of. 276 

Rounds, dimensions of hand and guide.. 26 

Rules for proportions of bolts and nuts, Franklin Institute standard.. 335 

‘ ‘ rivet spacing for bridge and structural work. 330 

Safe Loads, explanation of tables of, for box and plate girders. 277 

“ flat and segmental floor arches. 58 

“ for steel columns. 196-197 

“ “ “ “ “ wooden beams. 375-378 

for angles used as beams, notes on. 82 

“ I-beams and channels, notes on. 82-87 

“ beams, reduction in, due to lateral flexure. 71 

maximum, for I-beams and channels, due to crippling of 

web. 76-79 

for various classes of wooden structures. 379 

superimposed for beams of uniform section. 144-147 

tables of for angles used as beams. 120-141 

“ “ “ beam box girders. 278-288 

“ “ “ chains. 353 

.. channels. 100-105 

“ “ channel and plate columns, Series A. 246-259 

“ “ .. “ B. 260-273 

“ “ “ hollow round cast iron columns. 274,275 

“ “ “ I-beams... . 88-99 

“ used as columns. 218-221 

“ “ “ latticed channel columns. 242-245 

“ “ “ plate girders. 289-298 

“ “ “ terra-cotta floor arches. 59-61 

“ “ “ wooden beams. 388-393 

Safe unit stresses for timber. 381-387 

Safety factors for obtaining safe loads for wooden structures. 380 

used in the safe loads for steel columns. 197 

San Francisco, extracts from building laws of. 300-321 

Screw ends, dimensions of upset, for flat bars. 348 

“ “ round and square bars. 344-347 

threads, Franklin Institute standard. 334, 335 

Seattle, extracts from building laws of. 300-321 

Section moduli for beams, explanation of. 158 

“ latticed channel columns. 205 

“ plate and angle columns. 200-202 

“ channel columns. 210-216 

various sections, formulae for. 151-157 

Separators for I-beams, cast iron standard and special. 54, 55 

Shear, maximum, at points of support for beams of uniform section. .. 144-147 

Sheared plates, dimensions of. 31-33 

Shearing values of rivets, tables of. 324, 325 

Sheet and tin bars. " ’ ’ 30 

metal and wire gauges.| . ." 400,401 

Sheets and plates of steel, wrought iron, copper and brass, weights of. 402,’ 403 

thin sheared. 31 

Ship channels, cuts of sections of.' 13,14 

“ properties of. 170, 171 









































































CAMBRIA STEEL. 511 


PAGE 

Ship channels, weights and dimensions of. 37 

Signs, conventional for riveting. 323 

Slabs, reinforced concrete. . 73-75 

steel, dimensions of.". ’ 28,29 

Sleeve nuts, see Right and lef t nuts. 

Soils, safe bearing capacity of various. 310 

Solid or cubic measure.’ 494 

Spacing for I-beams and examples of the use of tables of. 84-87 

“ “ tables of. 106-117 

of channels, for equal moments of inertia, notes on. 196,197 

“ . “ “ “ . “ “ “ tables of. 203 

“ rivet and boltholes in angles. 50 

“ I-beams, channels and connection 

angles. 48,49 

* * rivets, rules for bridge and structural work. 330 

tables of. 329 

“ tie rods for tile arches, notes on and tables of. 64, 65 

Spans, limiting, for I-beams and channels, notes and tables. 76-79 

Specific gravity, tables for various kinds of timber. 380 

“ “ “ “ substances. 396-399 

Specification, Mfrs.’standard, structural and boilersteel. 365-374 

Spikes, cut steel, railroad, square boat and standard.. 358-361 

Splices for riveted columns, typical details of. 217 

Square bars, dimensions of. 26 

“ tables of weights and areas of. 409-415 

“ upsetendsfor. 346,347 

or land measure. 493 

Square roots, tables of. 473-489 

Squares, tables of. 473-489 

Standard decimal gauge, table of. 400 

sections, formulae for moments of inertia of. 148,149 

separators. 54 

Stay plates to be used with latticed channel columns. 245 

Steam, gas and water pipe, sizes of. 362-364 

Steel bars, tables of areas of flat rolled. 422-427 

‘ 4 weights of flat rolled. 429-440 

billets. 27-30 

blooms. 28-30 

hoop or band, table of weights of. 428 

ingots. 26 

rounds, hand and guide. 26 

slabs. 28,29 

squares, dimensions of. 26 

Manufacturers’ standard specifications of. 365-374 

weights of sheets and plates of. 402,403 

Stiffener angles for plate girders, notes on. 277 

St. Louis, extracts from building laws of. 300-321 

St. Paul, “ “ ... 300-321 

Strength, coefficients of, for beams, explanation of tables of. 158 

of solid wooden columns, tables of. 394,395 

“ steel columns, examples of. 196 

“ “ “ medium steel. 194,195 

. soft steel.. 192,193 

ultimate, of hollow round and rectangular cast iron columns 276 

Stress, reduction of, for beams due to lateral flexure. 71 

safe unit, for timber... 381-387 

Strips, flat rolled, tables of weights of. 428 

Syracuse, extracts from building laws of. 300-321 

Structural steel, Manufacturers’ standard specifications. 365 

Tangent distances between fillets of I-beams and channels. 48,49 

Terra-cotta floor arches, notes on, tables for. 58-61 

porous, notes and tables for. 57 

Thrust of arches, notes on.63,66-69 

Tie rods for arches, notes on.... ..... 63 

“ tile arches, notes and tables for spacing of..’. 64, 65 

Tile arches, breaking loads and tests for hollow floor. 62 





































































512 CAMBRIA STEEL. 


PAGE 

Tile arches, notes and tables for spacing of tie rods for. 64,65 

hollow, weights of, for floor arches. 57 

Timber, safe unit stresses for... 381-387 

table of breaking and working unit-stresses for. 381-387 

“ “ safe loads for beams. 388-393 

“ “ specific gravities and weights per foot. . 380 

“ “ strength of solid wooden columns. 394, 395 

Tin bars. 30 

Top-guard angle, cut of section of. 18 

“ properties of. 172, 173 

“ weight and dimensions of. 41 

T-Rails, properties, weights and dimensions of standard. 188 

Trigonometrical functions, natural. 466-472 

Troy weight. 492 

Turnbuckles, dimensions of. 350 

Ultimate breaking unit stresses, in lbs. per sq. in. for wood. 381-387 

strength of hollow round and rectangular cast iron columns 276 

“ steel columns. 192-195 

Unit stresses and loads from the building laws of various cities. 300-321 

Upset eyes for counter and lateral rods. 355 

screw ends, dimensions of, for flat bars. 348 

“ “ “ “ round and square bars. 344-347 

Washington, extracts from building laws of. 300-321 

Water, steam and gas pipe, sizes of. 362-364 

Web crippling in I-beams and channels. 76-79 

Weights and measures. 492-495 

tables for converting. 496-501 

avoirdupois, troy and apothecaries’. 492 

of angles, special, equal legs. 40 

unequal legs. 41 

“ standard, equal legs.'. . .. 38 

unequal legs. 39,40 

“ bulb angles. 41 

‘ ‘ cast iron separators and bolts for I-beams. 54, 55 

standard and special. 54,55 

“ chains. 353 

“ channels, special and ship. 37 

“ “ standard. 36,37 

“flat arches of hollow brick. 57 

‘‘ rolled steel bars, tables of. 429-440 

“ strips, hoop or band steel. 428 

hollow brick and porous terra-cotta partitions. 57 

“ round cast iron columns. 274,275 

‘ ‘ tile floor arches and fireproof materials. 57 

“ I-beams, special. 35 

“ standard. 34,35 

“ ingots, steel. 26 

lattice bars to be used with latticed channel columns. 244 

“ machine bolts, bolt heads and nuts, Mfrs.’ standard. 338, 339 

341,343 

“ with square heads and hex. nuts, Franklin 

Institute standard. 336,337 

“ minimum stay plates to be used with latticed channel 

columns. 245 

“ porous terra-cotta, furring, roofing and ceiling. 57 

“ roofing materials. 72 

round headed rivets and bolts without nuts. 340 

‘ ‘ rivets and rivet heads. 327 

“ sheets and plates of iron, steel, copper and brass. 402, 403 

“ square and round bars. 409,415 

“ standard pipe. 362-364 

standard T-rails and crane rail. 188 

* ‘ various substances per cubic foot, tables of. 396-399 

per foot board measure and cubic foot for various kinds of 

timber. 380 

Wire and sheet metal gauges. 401 



































































CAMBRIA STEEL. 513 


V PAGE 

Wire nails and spikes, standard and miscellaneous sizes. 358-361 

Wooden beams, explanations of tables of safe loads for. 375-378 

“ bearing at points of support, notes on. 378 

*‘ tables of safe loads for. 388-393 

columns, notes on. 375,394 

tables of strength of solid. 394, 395 

structures, moisture classification. 379,380 

proportions of safe loads for. 379 

safety factors for. 380 

Worcester, extracts from building laws of. 300-321 

Wrought iron welded steam, gas and water pipe. 364 

“ weights of sheets and plates of. 402, 403 




























































































































































































































































































































































































































































































